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VBK SWMP Update 06-2011
KE1, Stormwater Management Master Plan Update Village of Key Biscayne June 28,2011 -, � II '• •Red ; 4.—% ' ' - --:-_ ii, z ax i i1 r� 111:41 4• , .t!. '41',1:t441 - ' .P t` , - R '• y;1 . �. i! £ a 2 4 ib' t y t ' 1 .lilt - lib Beechwoodp.• , . t, ' t'!' ? f .t. _ft, 4 ;, '. W Me: :eson•Dr ik, R �, 'its't,;,. �•, . it, it t_ "Z ; Si * '1,'Z. 6 3t. L w• F y ,S.' .- W'b"c Intyre Si tai,`.. �• . A" 4 r•:a,Nirw401741fg •,q(•4:Lt. s r c� !3 . • - TETRA TECH -..17._c `• -r� �, 1,. +'o`er k:` `y �), • E��d 1,..a,` P„ 1.it4 c 4411 1110 )70,)104 Galen rt 11 milt cir E•Enid Cry=• +1v •'• VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE TABLE OF CONTENTS Section Page No. Description No. Table of Contents Tt #200‐15760‐10003 i 6/27/2011 Table of Contents -i- 1.0 INTRODUCTION 1-1 2.0 EXISTING CONDITIONS AND STORMWATER MANAGEMENT SYSTEMS 2.1 Existing Study Area 2-1 2.1.1 Location 2-1 2.1.2 Land Use 2-1 2.1.3 Topography 2-6 2.1.4 Water Table Characteristics 2-8 2.1.5 Infiltration Rates 2-8 2.1.6 Rainfall 2-9 2.1.7 Stormwater Management Regulations 2-9 2.1.7.1 National Pollution Discharge Elimination System 2-10 (NPDES) 2.1.7.2 Miami-Dade County Department of Environmental 2-11 Resources Management (DERM) 2.1.7.3 Florida Department of Environmental Protection 2-11 2.1.7.4 South Florida Water Management District 2-12 2.2 Existing Stormwater Management Systems 2-13 2.2.1 Existing Stormwater Management System Mapping 2-15 2.2.1.1 Data Collection 2-15 2.2.1.2 Mapping 2-16 2.2.1.3 Drainage Basin Delineation 2-17 2.2.2 Positive Outfalls 2-20 2.2.3 Auger Wells 2-20 2.2.4 Exfiltration Systems 2-24 2.2.5 Stormwater Pump Stations and Injection Drainage Wells 2-24 2.2.6 The Crandon Boulevard System 2-29 2.3 Existing Flooding Areas 2-30 2.3.1 Localized Flooding Areas 2-32 2.3.2 Repetitive Loss Properties 2-32 2.4 Water Quality 2-35 2.4.1 TMDL 2-35 2.4.2 Statewide Rule 2-40 2.4.3 VKB Sampling Program 2-40 3.0 HYDROLOGIC AND HYDRAULIC MODELING VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE TABLE OF CONTENTS Section Page No. Description No. Table of Contents Tt #200‐15760‐10003 ii 6/27/2011 3.1 Overview 3-1 3.2 Methodology 3-1 3.3 Existing Conditions (2010) Model and Calibration 3-2 3.3.1 Existing Conditions Model 3-2 3.3.1.1 Physical Feature 3-3 3.3.1.2 Precipitation 3-6 3.3.1.3 Calibration 3-7 3.3.2 Existing Conditions Model Results 3-8 3.3.3 Existing Flooding Areas defined by Model 3-8 4.0 ALTERNATIVES IDENTIFICATION AND EVALUATION 4.1 Introduction 4-1 4.2 Alternatives Identification 4-1 4.2.1 Problem Area No. 1 – Flooding Along East Heather Drive 4-3 4.2.1.1 – Alternative 1 – Exfiltration Trenches 4-4 4.2.1.2 – Alternative 2 – Flap Gates at Existing Outfalls 4-4 4.2.1.3 – Alternative 3 – Drainage Wells 4-5 4.2.2 Problem Area No. 2 – Flooding Along Fernwood Road 4-8 4.2.2.1 – Alternative 1 – Exfiltration Trenches 4-8 4.2.2.2 – Alternative 2 – Flap Gates at Existing Outfalls 4-8 4.2.2.3 – Alternative 3 – Drainage Wells 4-9 4.2.3 Problem Area No. 3 – Flooding Along Hampton Road 4-12 4.2.3.1 – Alternative 1 – Exfiltration Trenches 4-12 4.2.3.2 – Alternative 2 – Flap Gates at Existing Outfalls 4-12 4.2.3.3 – Alternative 3 – Drainage Wells 4-13 4.3 Alternatives Evaluation 4-17 4.4 Summary 4-18 5.0 RECOMMENDED PLAN 5.1 Recommended Alternative 5-1 5.2 CIP Ranking and Implementation 5-1 5.2.1 Evaluation of Present Stormwater LOS Standard 5-1 5.2.2 Preliminary Evaluation of LOS in Investigated Areas 5-3 5.2.3 Prioritization Methodology 5-3 5.4 Conceptual Designs 5-8 5.5 System Funding 5-15 5.6 Local Regulations Evaluation and Update 5-16 5.7 Monitoring Program 5-16 5.8 Additional Recommendations 5-16 VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE TABLE OF CONTENTS Section Page No. Description No. Table of Contents Tt #200‐15760‐10003 iii 6/27/2011 FIGURES 2.1 – Study Area 2-2 2.2 – Regional Location 2-3 2.3 – General Location 2-4 2.4 – Future Land Use 2-5 2.5 – LIDAR Contour map 2-7 2.6 – Existing Stormwater System 2-14 2.7 – Historical Drainage Basin Delineation 2-18 2.8 – Updated Drainage Basin Delineation 2-21 2.9 – Outfalls 2-22 2.10 – Auger Well Typical Section 2-23 2.11 – Exfiltration Location Map 2-25 2.12 – Exfiltration Trench Detail 2-26 2.13 – Drainage Wells Location Map 2-27 2.14 – P ump Stations Location Map 2-28 2.15 – FEMA Flood Zone Map 2-31 2.16 – Flooding Complaint Log 2-33 2.17 – Impaired Water Bodies Identification Map 2-34 2.18 – FDEP Delisted List of Impaired Waters - Group 4 (Cycle 2) Basins 2-36 3.1 – Subcatchments Delineation 3-2 3.2 – Model Data 3-5 3.3 – 10-Year flooding properties – Existing Conditions 3-10 3.4 – Repetitive Loss Areas 3-11 4.1 – Problem Area #1 – Drainage Wells 4-7 4.2 – Problem Area #2 – Drainage Wells 4-11 4.3 – Problem Area #3 – Drainage Wells 4-16 5.1 – Stormwater Schedule – Problem Area 1 5-10 5-2 – Stormwater Schedule – Problem Area 2 5-11 5-3 – Stormwater Schedule – Problem Area 3 5-12 5-4 – Conceptual Design – Problem Area 1 5-13 5-5 – Conceptual Design – Problem Area 2 5-14 5-6 – Conceptual Design – Problem Area 3 5-15 VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE TABLE OF CONTENTS Section Page No. Description No. Table of Contents Tt #200‐15760‐10003 iv 6/27/2011 TABLES 2.1 – Existing Drainage Basin Characteristics 2-19 2.2 – Subcatchment Characteristics 2-41 2.3 – Southeast Coast/ Biscayne Bay (Group 4) – Verified List 2-36 3.1 – Rainfall Depth per Storm Event 3-6 3.2 – Existing Conditions Model Result 3-12 4.1 – Flap Gate Improvements During Lunar Event 4-20 4.2 – Problem Area No. 1 – Alternatives 3 – Drainage Wells 4-6 4.3 – Problem Area No. 2 – Alternatives 3 – Drainage Wells 4-9 4.4 – Problem Area No. 3 – Alternatives – Drainage Wells 4-13 4.5 – Problem Area # 1 – Alternatives Cost Comparison 4-17 4.6 – Problem Area # 2 – Alternatives Cost Comparison 4-17 4.7 – Problem Area #3 – Alternative Cost Comparisons 4-17 5.1 – Summary of Recommended Alternatives 5-1 5.2 – Recommended Prioritization Methodology for Ranking CIP Projects 5-4 5.3 – LOS Goals Evaluation Criteria for Drainage Facilities 5-6 5.4 – CIP Ranking 5-8 5.5 – Recommended Schedule 5-8 5.6 – Rate Comparison 5-16 VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE TABLE OF CONTENTS Section Page No. Description No. Table of Contents Tt #200‐15760‐10003 v 6/27/2011 APPENDICES Appendix A – Topographic Survey (1997) Appendix B – Geotechnical Soil Reports Appendix C– SFWMD Rainfall Curves Appendix D – Water Quality Regulations Appendix E – Stormwater Atlas Appendix F – Existing Drainage Structure Inventory Appendix G – Drainage Well Performance Test Results Appendix H – Pump Station Details Appendix I – US Army Corp of Engineers – CorpsCON Datum Conversion Appendix J – SFWMD Hyetographs Appendix K – Opinion of Probable Cost Appendix L – VKB Storm Water Rate Study Appendix M – Model Results Tabulation STORMWATER MASTER PLAN UPDATE Section 1 June 2011 SECTION 1 Introduction section 1 Tt #200-15760-10003 1-1 6/27/2011 SECTION 1 INTRODUCTION Tetra Tech was contracted by the Village of Key Biscayne (Village) on August 31, 2010 to prepare an update to the Village’s Stormwater Management Master Plan (SWMMP). The previous SWMMP was completed in 1993. This Stormwater Master Plan (SWMP) Update will: Improve and modernize the tools and methodologies used for planning and implementing stormwater improvements, as well as complying with regulatory requirements, Construct a hydraulic and hyrologic model for the purposes of this SWMP and future updates/addenda to this SWMP Identify the three highest priority areas Identify and evaluate alternatives Recommend improvements in the three highest priority areas Provide preliminary designs and costs for the recommended improvements Provide a funding snapshot for the recommended improvements Tetra Tech collected detailed data on the stormwater system to create an electronic inventory of the current stormwater infrastructure, and utilized additional information to create a Geographic Information System (GIS) platform for the stormwater atlas. The GIS electronic format provides the Village the tool to continually update their system, as required, and view information in one location, unlike the previous paper copies of the stormwater atlas. Once the inventory and stormwater atlas were brought up to current standards, they were utilized to construct a hydraulic and hydrologic (H&H) model to conduct evaluations related to this master plan. With the Village-wide H&H model, the Village will have a resource that can be used to analyze the next tier of problem areas that may exist within the existing drainage basins. The H&H model utilizes the same GIS platform created for the stormwater atlas, along with the electronic inventory. The H&H model was further developed to: Evaluate current existing conditions for various storm events to identify the deficiencies in the existing system; section 1 Tt #200-15760-10003 1-2 6/27/2011 Analyze alternatives to alleviate flooding for the three (3) highest priority problem areas. For each problem area, Tetra Tech has provided up to three (3) alternatives solutions, and a recommendation to alleviate flooding; and Provide a tool which could be used for future addenda to this SWMP Update to identify projects to address lower priority areas after the highest priority projects have been implemented. The final objective was to prepare preliminary designs and identify the related costs for each of the recommendations presented within this SWMP Update. These costs were coordinated with possible funding sources as well as the Stormwater Utility Rate Studied being prepared by others. Tetra Tech provided recommendations of the best benefit-to-cost assessment. STORMWATER MASTER PLAN UPDATE Section 2 June 2011 SECTION 2 Existing Conditions and Stormwater Management Systems Section 2 Tt #200-15760-10003 2-1 6/27/2011 SECTION 2 EXISTING CONDITIONS AND STORMWATER MANAGEMENT SYSTEMS 2.1 EXISTING STUDY AREA The project area encompasses the entire area within the Village municipal boundary, though the study area, for purposes of master plan recommendations, does not include the entire Village. The study area is described below, along with the characteristics that affect stormwater management planning. This stormwater master plan updates the previous master plan efforts by improving the utility atlas, including GIS mapping and running hydraulic/hydrologic models to determine the existing capacity of the system and defining the deficiencies by offering solution alternatives. Figure 2.1 illustrates the limits of the Village. 2.1.1 Location The Village of Key Biscayne is in Miami-Dade County, Florida. The Village is located in the center of an island (Key Biscayne), which is approximately 5.5 miles east of Downtown Miami. Access to the Village is by the Rickenbacker Causeway. The regional location of the Village is shown on Figure 2.2 The Village is approximately 850 acres bounded on the east by the Atlantic Ocean, the west by Biscayne Bay, the north by Crandon Park and the south by Bill Baggs State Park. The general location of the Village is shown on Figure 2.3. 2.1.2 Land Use The existing land uses in the Village are shown on Figure 2.4. This figure indicates the Village is completely developed. Any change to future land use will be direct result from redevelopment. The study area is predominately single family homes, with an elementary school centrally located within the neighborhood and commercial development along Crandon Boulevard. H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School STUDY AREA MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.1 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.1.mxd Village of Key Biscayne Gulf of Mexico Atlantic Ocean Jacksonville Tampa Miami §¨¦95 §¨¦10 §¨¦75 §¨¦4 §¨¦65 §¨¦275 §¨¦16 §¨¦595 §¨¦516 §¨¦110 §¨¦95 §¨¦4 §¨¦10 £¤27 £¤19 £¤1 £¤98 £¤29 £¤231 £¤441 £¤41 £¤301 £¤82 £¤280£¤31 £¤84 £¤17 £¤90 £¤129 £¤331 £¤319 £¤23 £¤43 £¤19 £¤84 £¤41 £¤27 £¤301 £¤1 £¤41 £¤98 £¤280 £¤84 £¤98 £¤441 £¤19 £¤1 £¤17 £¤17£¤29 £¤27 £¤19 £¤98 £¤27 £¤29 £¤231 £¤84 £¤98 £¤98 £¤84 £¤27 £¤27 £¤19 £¤1 UV60 UV20 UV50 UV528 UV20 REGIONAL LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.2 0 70 MilesO Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.2.mxd Village of Key Biscayne GENERAL LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.3 0 5 MilesO Legend Village of Key Biscayne Municipal Limits Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.3.mxd Village of Key Biscayne H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School FUTURE LAND USE MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.4 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Future Land Use Single Family Multi-Family Commercial Commercial Office Hotels Public Recreation Government Public and Institutional Utilities Vacant Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data; Village of Key Biscayne Planning Data; Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.4.mxd Section 2 Tt #200-15760-10003 2-6 6/27/2011 The area east of Crandon Boulevard is a mixture of single family homes, hotels and high-rise residential development. This area has been fully developed since 1993; however some redevelopment is currently occurring, specifically where the Royal Sonesta Hotel was located. It should be noted that examining the land use in the study area is for descriptive purposes only. This study pertains only to the land area encompassed by the public rights-of-way plus an additional 15 feet on either side. Land uses and the associated impervious/pervious characteristics outside of the study area were, therefore, not considered in the stormwater calculations and hydrologic/hydraulic modeling described in Section 3. 2.1.3 Topography The public rights-of-way in the study area were previously surveyed by Williams, Hatfield & Stoner in 1997 and provided for the purposes of this Master Plan. This survey is included in Appendix A. In addition, LiDAR (light detection and ranging) data was obtained from the Miami-Dade County Department of Environmental Resources Management (DERM). General land contours were generated from the LiDAR data and are shown on Figure 2.5. The contours reflect the general slope of the roadways and low-lying areas. The raised house pads and landscape features were not considered in the contour modeling. The datum referenced in the original survey for the Master Plan corresponded with the standards established by the National Geodetic Survey (NGS) and adopted by Miami-Dade County as per the National Geodetic Vertical Datum of 1929 (NGVD 29). For the purposes of this Master Plan update, the datum referenced will be the North American Vertical Datum of 1988 (NAVD 88) in accordance with Federal Emergency Management Agency (FEMA) requirements. The topography on Key Biscayne is very flat. In general, the elevations of the roadways are approximately 3.5 to nearly 6 feet above mean sea level (msl). This is generally only 1.5 to 4 feet above the average high tide elevation The low elevations are significant because the closer the outfall water elevation is to the land surface, the fewer options there are for stormwater management. The difference in elevation between water on the surface of the land and the outfall water elevation is referred to as ''head''. H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 3 4 0 21 5 -1 6 -2 -3 7 8 9 10 11 16 12 13 15 14 17 18 21 19 20 22 23 24 28 29 3 2 17 6 6 10 4 7 3 7 7 4 7 4 4 1 4 4 7 5 15 5 3 8 -1 3 3 2 6 4 4 6 4 1 6 4 4 2 6 4 4 4 4 6 9 5 11 6 5 3 5 -3 4 6 3 2 2 4 -1 4 4 4 -1 5 5 4 -1 3 -1 0 5 5 5 7 3 6 3 9 3 3 6 3 2 4 8 5 4 2 6 5 6 9 -1 0 5 9 3 9 4 4 0 10 3 4 -1 3 6 5 6 5 5 5 3 4 12 6 9 5 4 4 11 -2 4 5 10 4 6 7 3 -1 3 3 5 -2 5 5 0 6 5 5 5 4 7 4 3 6 4 7 7 6 2 -1 8 5 5 13 6 5 4 4 9 6 7 1 8 3 5 5 6 4 5 4 6 4 1 5 4 6 2 5 4 5 5 7 4 4 6 5 2 -1 0 4 4 66 3 4 9 5 8 5 5 4 2 4 6 7 10 6 4 4 4 7 7 3 4 6 0 0 6 14 6 4 -2 5 -24 4 4 4 4 5 6 4 5 7 5 8 5 4 6 3 6 0 3 3 5 4 3 -1 5 3 6 5 5 4 3 5 4 5 3 5 4 5 1 6 6 8 6 10 3 -2 5 6 5 5 9 4 5 5 3 5 5 9 5 5 5 12 5 7 3 4 5 6 7 7 4 6 5 4 4 5 5 2 5 5 5 7 5 3 4 7 6 -1 6 5 3 5 0 5 5 4 4 5 -1 7 11 -1 5 5 4 4 -1 4 -1 6 -1 4 11 1 6 5 6 5 2 4 4 4 0 -1 6 3 -1 4 4 6 6 5 7 5 9 3 4 5 3 4 5 4 5 6 7 7 5 4 2 0 7 4 4 6 4 8 4 3 3 4 5 1 5 8 7 6 4 1 5 2 7 4 5 6 5 5 2 7 7 5 4 3 7 6 6 3 -2 6 0 4 4 5 4 35 4 7 5 4 6 6 5 3 -1 4 8 4 8 0 0 5 1 28 3 5 2 5 4 3 6 8 6 8 3 5 5 5 6 0 5 5 4 3 1 5 4 7 4 5 5 8 4 3 0 6 5 5 5 20 5 5 4 5 34 5 6 4 6 5 5 5 4 5 2 4 5 4 -1 -1 4 6 6 4 3 6 4 5 4 5 0 2 0 3 4 6 5 2 3 5 4 6 3 5 5 3 0 5 7 4 5 4 7 4 3 5 3 6 5 4 4 4 5 6 5 4 4 4 5 4 4 9 11 5 5 4 -1 7 5 6 5 1 5 5 45 5 5 6 5 4 0 3 -1 6 4 6 7 7 7 4 4 4 -2 4 5 3 3 3 2 7 4 4 3 8 -2 4 3 2 4 6 4 5 64 4 5 4 3 8 Bill Baggs State Rec Area Crandon Park LIDAR CONTOUR MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.5 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits 1ft LiDAR Contours NAVD 88 Vertical Datum (ft) -3 -2 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data; Miami-Dade LiDAR Data Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.5.mxd Section 2 Tt #200-15760-10003 2-8 6/27/2011 This concept is central to stormwater management as it takes a certain difference in elevation, or head, to force water to drain or run off the land surface. 2.1.4 Water Table Characteristics The elevation of the water table below the land surface is critical to stormwater management planning. The zone between the water table and the land surface is the area that can be used for soil storage of exfiltrated water and storage for retention/detention basins. The elevation of the water table also controls the available head to force storm water to drain into drainage wells. The water table below Key Biscayne is completely influenced by tidal waters. The basis for future stormwater management planning in this study will use high tidal elevations in the bay as the tailwater condition for the Hydraulics and Hydrologic model. 2.1.5 Infiltration Rates The soil infiltration rate, (the rate at which water will be absorbed by the ground), is very important for stormwater management planning. If water is absorbed quickly, there is less surface water runoff and more water can be removed from the land in a smaller amount of time. If water is absorbed slowly, there is more surface water runoff and larger amounts of land are necessary for stormwater retention purposes. The soils on Key Biscayne are very silty, which means the soil particles are very small. These small particles do not allow water to soak into them very quickly. Water that does eventually infiltrate into the ground is stored in the soil above the water table until it is gradually drained. When the soil becomes saturated, infiltration is greatly reduced thus increasing the amount of surface water runoff from the remainder of the storm. Existing geotechnical reports prepared by Langan Engineering and Environment Services, Inc., Florida Testing & Engineering, Inc., and Ardaman & Associates, which provided soil boring data and recent percolation tests, were reviewed to determine exfiltration rates. Exfiltration rate is the time it takes for water to be absorbed by the ground from a drainage pipe in a trench or well. The geotechnical test information is provided in Appendix B. This data shows that the silty soils in the Village occur as deep as 25 feet below ground and the percolation rate of the soil is only 0.0001 cubic feet per second (per square foot per foot of head), which is very slow. Section 2 Tt #200-15760-10003 2-9 6/27/2011 2.1.6 Rainfall The amount of rainfall affecting an area and the correlation between rain events and flooding is a good indicator of the amount of rain that the existing stormwater management system is designed to handle. The amount of rain in the storm that can be handled by the stormwater system is correlated to its probability of exceedance in years (i.e., one time in two years, one time in five years, etc). This storm is then referred to as the "design storm" or 'level of service" for which the stormwater system can be expected to function properly. A storm with greater amounts of rainfall than the design storm will generate more runoff than the stormwater management system is designed to remove and some flooding may result depending on the specific storm's intensity and duration. Unfortunately, no rainfall data is available for Key Biscayne specifically. The closest rain gauge is located at Miami International Airport. South Florida Water Management District (SFWMD) standard rainfall and distribution curves for the various storms, as provided in Appendix C, therefore, were used to calculate the amount of runoff that should be anticipated by the future stormwater management systems in the study area. 2.1.7 Stormwater Management Regulations Stormwater management regulations relating to both water quality (pollution) and water quantity (flooding) have become more stringent at all levels of government, Federal, State and County. Agencies regulating the quality of stormwater discharge include the Florida Department of Environmental Protection (FDEP), the South Florida Water Management District (SFWMD), and Miami-Dade County Department of Environmental Resource Management (DERM). The two agencies that affect activities on Key Biscayne the most are the FDEP administering National Pollution Discharge Elimination System (NPDES) regulations and DERM with their water quality and water quantity standards for facility design. Tetra Tech examined historical permits, on the South Florida Water Management Districts (SFWMD) online database, as well as the Miami-Dade Department of Environmental Resources Management (DERM) online database for past permits required for projects located within the Village of Key Biscayne. The permit conditions were reviewed to determine if there were any Section 2 Tt #200-15760-10003 2-10 6/27/2011 additional mitigation compliance and inspection requirements. Several historical permits were found for private development projects with greater than one acre of disturbed land. The private developments are mainly condominium residential units or hotels. These have independent systems that do not belong to the Village nor are connected to the drainage system within the public right-of-way. Therefore, no additional mitigation compliance and inspection requirements have been issued by permitting agencies affecting the Village. 2.1.7.1 National Pollution Discharge Elimination System (NPDES) NPDES is an acronym for the National Pollutant Discharge Elimination System. The National Pollutant Discharge Elimination System (NPDES) is an Environmental Protection Agency (EPA) program designed to eliminate stormwater pollutant discharges to receiving waters of the United States. In 1987, the EPA was required under Section 402 (p) of the Clean Water Act (N40CFR Part 112.26) to establish final regulation governing stormwater discharge permit application requirements. The permit application contains capital improvement plans and storm water best management practices to be applied to improve the quality of stormwater discharge and identifies a dedicated funding source to pay for these improvements. The permit requirements were broken into two phases, Phase I and Phase II. Phase I requirements went into effect in 1990 and were designed to cover large municipalities (population > 100,000), industrial activities, and construction sites that disturbed 5 acres or more. Phase I permitting was regulated by EPA. Phase II permit requirements went into effect in 1999. The Phase II program was designed to cover municipalities not regulated under the phase I program, and construction sites that disturb between 1 and 5 acres. In October of 2000, the EPA authorized the Florida Department of Environmental Protection (FDEP) to implement and maintain the NPDES permitting requirements in the State of Florida. The Village of Key Biscayne is currently permitted under Phase I of the program through FDEP, for Municipal Separate Storm Sewer Systems as a co-permittee with Miami-Dade County under the EPA NPDES Permit No. FLS000003. The permit is an ongoing process that requires various action items to be performed in different permit years along with annual reporting of the implementation of these actions. Tetra Tech assists the Village in maintaining compliance with the requirements of the NPDES permit by preparing the annual report for submittal to DERM and FDEP. All new construction Section 2 Tt #200-15760-10003 2-11 6/27/2011 must comply with DERM and NDPES requirements for retrofitting of existing systems to acceptable standards with regards to the quality of storm water discharged. The Village is in Year 7 of the Phase I permit. Due to litigation between the FDEP and EPA regarding language and implementation of additional activities, the FDEP had not been able to issue the renewal of the permit in the Year 4 Recertification. A compromise was reached by the agencies and the Draft Permit for Miami-Dade County was issued November 2010. 2.1.7.2 South Florida Water Management District (SFWMD) Regulatory jurisdiction has been delegated to the Department of Environmental Resources Management in Miami-Dade County. 2.1.7.3 Miami-Dade County Department of Environmental Resources Management (DERM) DERM adopted the SFWMD standards for stormwater management systems which must be complied with to be permitted. These regulations are described in Appendix D and the key aspects of these regulations that affect the drainage alternatives to be considered for the Village are summarized below. The Design Storm - Water Quality Requirements DERM has established design storm frequencies and flood limits for various street cross- sections. For two lane roads in residential and commercial areas, such as those in the study area, the street drainage system must be able to remove the runoff from a storm with a 5-year frequency. The use of the design storm was one of the critical elements in determining what type of drainage system was used in the study area in regard to the quantity of water that has been managed. Retention, Pretreatment - Water Quality Requirements DERM regulations state that where full on site retention cannot be provided, emergency overflow may be permitted if there are facilities in place that will provide retention for the first inch of runoff. Permits are required for emergency overflow into any water body in Miami-Dade County. Section 2 Tt #200-15760-10003 2-12 6/27/2011 The purpose of providing retention and pretreatment for the first inch of runoff is that this first flush of water is most likely to contain the heaviest concentration of pollutants. Pretreatment of runoff must be provided prior to discharge into the seepage or other exfiltration facility. This pretreatment is performed by a variety of methods such as swale retention or pollution control devices that serve as grease and oil separators as well as settling chambers. The Village has implemented the use of pollutant retardant drainage structures and exfiltration trenches for this purpose. 2.1.7.4 Florida Department of Environmental Protection (FDEP) The Florida Department of Environmental Protection regulates underground injections through its Underground Injection Control (UIC) program, which consists of a team of geologists and engineers dedicated to protecting the State of Florida's underground sources of drinking water (USDW) while maintaining the lawful option of disposal of appropriately treated fluids via underground injection wells. A USDW is defined as an aquifer that contains a total dissolved solids concentration of less than 10,000 milligrams per liter. The UIC program also is dedicated to preventing degradation of the quality of other aquifers adjacent to the injection zone. Subsurface injection, the practice of emplacing fluids in a permeable underground aquifer by gravity flow or under pressure through an injection well, is one of a variety of wastewater disposal or reuse methods used in Florida. The five classes of injection wells: Class I - Wells used to inject hazardous waste (new hazardous waste wells were banned in 1983), nonhazardous waste, or municipal waste below the lowermost USDW. Class II - Wells used to inject fluids associated with the production of oil and natural gas or fluids used to enhance hydrocarbon recovery. Class III - Wells which inject fluids for extraction of minerals (none in Florida). Class IV - Wells or septic systems which are used to dispose of hazardous or radioactive wastes into or above a USDW. (Banned in Florida.) Class V - Wells not included in the other well classes which generally inject nonhazardous fluid into or above a USDW. The class of injection well that is currently utilized by the Village of Key Biscayne is Class V. Class V wells are used for the storage or disposal of fluids into or above a USDW. The fluid injected must meet appropriate criteria as determined by the classification of the receiving Section 2 Tt #200-15760-10003 2-13 6/27/2011 aquifer. Common types of Class V wells include air conditioning return flow wells, swimming pool drainage wells, stormwater drainage wells, lake level control wells, domestic waste wells, and aquifer storage and recovery (ASR) wells. Drainage wells proposed as part of this stormwater master plan will be regulated by the FDEP under this program. 2.2 EXISTING STORMWATER MANAGEMENT SYSTEMS The drainage systems currently in place in the Village are a combination of positive drainage systems and seepage systems. A positive drainage system refers to one in which water is transported directly from the land to a continuous outfall to the bay or ocean. A seepage system is one that utilizes the permeability of the soil for both retention (temporary storage) and cleansing of a portion of the stormwater. Once the soil is saturated in a seepage system, the remainder of the water to be drained becomes runoff and is transported by the positive drainage system to the outfall. The information on the existing drainage system was gathered from various sources. These include: Field survey; Crandon Boulevard widening construction plans - FDOT Project Number 87052-3622; Miami-Dade County DERM Stormwater Monitoring and Evaluation Section; Recorded DERM outfall permits; Plans from C.AP. Engineering Consultants, Inc., Project #30E305. The Village's existing stormwater collection system is shown on Figure 2.6. Figure 2.6 shows the general location of facilities and where no drainage infrastructure within the public right of way is in place. Additional details on the existing systems are described in the following subsections. !(!( !(!( !(!( !(!(!( !( !( !(!(!(!(!( !(!(!(!(!(!(!( !( !( !( !( !(!(!(!(!(!( !( !(!( !( !( !(!(!(!(!(!(!( !(!(!(!(!( !( !(!(!(!(!(!(!(!(!( !(!(!(!(!( !(!(!(!(!( !(!(!(!( !( !(!(!(!( !( !( !( !(!(!( !( !( !( !(!(!( !( !( !( !( !(!( !(!(!( !( !(!( !( !(!( !(!( !( !(!(!(!( !(!( !(!( !(!(!( !(!( !( !( !(!( !(!(!(!( !(!( !(!( !( !( !(!(!(!(!( !(!( !(!(!(!( !( !( !( !(!( !( !(!( !(!( !(!(!(!(!( !(!( !( !(!( !( !(!( !(!( !(!(!(!( !(!( !(!( !(!( !( !(!( !( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !( !( !( !( !( !(!( !( !( !( !(!( !( !(!( !( !( !(!(!( !(!( !(!( !(!( !(!(!( !(!( !(!( !(!( !( !(!( !( !(!(!(!( !(!( !( !(!(!( !(!( !( !( !(!(!( !(!( !( !(!( !(!( !(!(!(!( !( !( !( !(!(!( !( !(!( !(!( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !(!( !( !( !(!(!(!(!(!(!( !( !(!(!( !(!( !(!( !(!(!(!( !(!( !( !(!(!( !( !( !(!(!(!( !(!(!( !( !( !(!( !( !(!( !(!( !(!( !( !(!( !(!(!( !(!( !( !( !( !( !(!( !(!( !(!(!(!(!( !(!( !(!(!( !(!( !( !( !( !( !(!(!( !(!( !(!(!( !( !( !( !( !( !(!(!( !( !( !( !(!( !(!(!( !(!(!( !(!(!(!( !(!(!(!(!(!(!(!(!(!(!(!( !(!(!( !(!(!(!(!(!(!(!(!(!(!( !(!(!( !( !(!( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !(!(!(!(!(!(!(!( !(!( !(!( !(!( !(!(!(!( !(!( !(!( !(!( !( !(!( !(!( !(!( !(!( !(!(!(!( !(!( !(!( !(!( !(!( !(!(!(!(!( !( !(!( !(!( !( !(!( !(!( !(!( !( !(!(!(!( !( !( !( !(!( !(!( !( !( !(!(!(!(!( !(!( !( !( !( !(!(!(!(!( !( !( !( !( !( !( !( !( !(!( !(!(!(!( !(!( !( !(!( !( !(!( !( !(!( !(!( !( !( !( !( !(!( !(!(!( !( !( !(!( !(!(!(!(!(!(!(!( !( !( !( !(!(!(!(!(!(!( !(!(!(!( !( !(!(!(!( !( !( !( !(!( !( !(!( !( !(!( !(!( !( !(!( !( !( !( !(!( !( !( !( !( !( !( !(!(!(!( !( !( !(!( !(!(!( !(!(!( !(!(!( !(!( !( !( !( !(!(!(!( !( !( !( !(!(!( !(!( !(!(!( !(!(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !(!( !( !( !(!( !(!( !( !( !( !( !( !( !( !( !(!( !( !(!( !( !(!( !( !( !( !(!( !( !(!(!(!(!( !( !(!( !( !( !( !( !(!( !(!( !( !( !(!( !(!( !( !( !(!(!( !( !(!( !( !(!( !(!( !(!(!( !(!( !( !( !( !( !( !(!( !(!(!(!( !( !(!(!( !(!(!(!(!( !(!( !( !( !( !(!(!(!(!(!(!( !( !( !( !(!( !( !( !( !( !( !( !( !(!(!(!( !( !( !( !( !(!( !(!(!(!(!(!( !(!(!(!( !( !( !( !(!( !( !( !(!( !(!(!(!(!( !( !( !( !(!( !( !( !( !( !( !(!( !( !(!(!( !( !( !(!(!( !( !(!( H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School EXISTING STORMWATER SYSTEM MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.6 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area !(Catch Basins !(Manholes Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.6.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth Section 2 Tt #200-15760-10003 2-15 6/27/2011 2.2.1 Existing Stormwater Management System Mapping Understanding the existing facilities and their locations relative to flooding areas is essential. The following subsections describe the data collected and mapping procedures utilized. 2.2.1.1 Data Collection Gathering data is an important element of the successful completion of a stormwater master plan update. Typically, documents are obtained from multiple sources. Tetra Tech compiled the following documentation for mapping purposes to prepare the H&H model in coordination with DERM, Miami-Dade County Public Works, Village Public Works Department, FEMA, and other consultants: Crandon Boulevard and Harbor Drive Improvements. Capital Improvement Projects (CIPs) and Repair and Replacement Projects (R&R) completed since 1997 through December 2008 which included Buttonwood, Glenridge & Woodcrest Drive Drainage Improvements, East Enid Drive Traffic Calming & Roadway Improvements, Holiday Colony Improvements which included the pump station for Ocean Lane Drive and improvements along Sunrise Drive. Letter of Map Revisions (LOMRs) filed in the vicinity of the Village that do not show up on current FEMA flood maps. LiDAR derived 1 ft topographic contours provided by Miami-Dade County 2009 FEMA DFIRM (Digital Flood Insurance Rate Map). Miami Dade Aerial Imagery (2007, 2010) Field investigation and surveyed information for Galen Drive; Knollwood Drive from Crandon Boulevard to Island Drive; and Harbor Drive from Crandon Boulevard to the Village Yacht Club as conducted 10/5/2010 through 10/7/2010. The base map of the Village stormwater system was obtained from archived electronic computer aided drafting (CAD) files. Section 2 Tt #200-15760-10003 2-16 6/27/2011 2.2.1.2 Mapping A comprehensive map of all stormwater related datasets is needed to produce an effective stormwater master plan update. In its previous state, the Village’s existing stormwater infrastructure was located in multiple CAD drawings with differing horizontal and vertical datums. Not only was it difficult to look at the most recent state of system as a whole, but it was impossible to look at the system in relation to existing datasets published in GIS by other entities. These other datasets include items such as USDA soils, land use classifications, FEMA flood maps, and topographic contours. All of the Village’s existing stormwater infrastructure that was previously in CAD format was organized and converted into a Geographic Information System (GIS) database. In general, the conversion from CAD to GIS is a four step process. First, a two dimensional spatial adjustment of the existing CAD datasets is performed. This places all the stormwater assets in the same 2-D plan view space. Secondly, the population of all pertinent attribute for stormwater infrastructure items are recorded within tables in the database. Attributes include parameters such as pipe diameter, length, material, invert elevations, asset ID, and flow direction. Third, a three dimensional adjustment of elevations into a common vertical datum is performed. In this case all elevations were adjusted to the North American Vertical Datum of 1988 (NAVD 88), as is required by FEMA. The majority of the elevations in the CAD based infrastructure were recorded the National Geodetic Vertical Datum of 1929 (NGVD 29) and were converted to NAVD88. Within the Village extents, on average, NAVD88 elevations are 1.56 ft lower than NGVD 29. Lastly, clean-up and analysis performed to identify areas where information is lacking or inadequate for stormwater modeling purposes. Survey may be required to fill in these areas and populated in the database. The GIS database is then used as the basis to perform the stormwater modeling and create spatial accurate maps throughout the report. While the GIS database contains stormwater infrastructure, there are other GIS based mapping assets utilized in the mapping process that include the following: Mapping Assets: Existing Stormwater System (GIS Database) o Pipes o Catch Basin Location o Manhole Locations o Outfall Locations o Drainage Well Locations o Stormwater Pump Station Locations Section 2 Tt #200-15760-10003 2-17 6/27/2011 o Historical Sub-basin Delineation o Updated Sub-basin Delineation o Exfiltration Trenches o Auger Wells Existing Floodplain Map and Atlas - (2009 FEMA DFIRM) Repetitive Loss Properties Existing and Localized Flooding Areas LiDAR Derived Topographic Contour Map - (Miami-Dade) Digital Elevation Model Future Land Use - (VKB) Impaired Water Bodies (FL DEP) USDA NRCS Soil Survey for Miami-Dade County Land Use /Land Cover (SFWMD 2005) 2.2.1.3 Drainage Basin Delineation The Village was originally divided into nine drainage basins. Based on survey data, eight of the basins were developed into the existing stormwater collection system that are identified in Figure 2.7. The pervious/impervious percentages were calculated for each drainage basin. Pervious area is not paved and provides an opportunity for some exfiltration. Impervious area is paved or otherwise modified from its natural condition in a manner that precludes exfiltration. This percentage, therefore, is very important when calculating the amount of water that must be retained (the first inch of runoff) to address water quality issues and entering the drainage system. The characteristics of the existing drainage basins including their area (based on road right-of- way plus 15 feet on either side), percent impervious, and average storage volume of swales (assuming restoration in some areas), are listed in Table 2.1. 2.2.1.4 Summary The existing facilities and their locations have been documented in the previous subsections. The overall system atlas is provided in Appendix E and the existing drainage structure inventory is included Appendix F. ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( ( H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 543 5 4 3 2 1 9 9 8 9 6A Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School 6B 7B 7A HISTORICAL DRAINAGE BASIN DELINEATION STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.7 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area Historical Draingage Basin Delineation Pipes Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.7.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth VKB Stormwater Master Plan Section 2 Tt #200-15760-10003 2-19 6/27/2011 Table 2.1 – Existing Drainage Basin Characteristics Basin Number DRAINAGE AREA SWALE STORAGE Length (LF) Width (LF) Area (Acres) Length (LF) Area (SF) Volume (CF) 1 3,100 80 5.7 5,450 1.87 10,219 2 1,900 700 80 100 5.1 3,750 900 1.87 2.87 9,619 3 3,050 920 3,000 5,700 1,750 80 100 130 80 100 31.2 6,400 1,450 5,900 11,400 2,600 1.87 2.87 4 1.87 4.7 72,931 4 3,050 80 5.6 5,600 1.87 10,500 5 2,400 80 4.4 4,750 1.87 8,906 6 10,300 1,350 80 130 22.9 20,600 2,400 1.87 4.75 50,025 7 13,000 80 23.9 26,200 1.87 49,125 8 7,700 1,700 80 130 19.2 15,200 3,300 1.87 4.7 44,175 TOTAL: 118.1 TOTAL: 255,500 The Village of Key Biscayne is a barrier island to the City of Miami located between the Atlantic Ocean on the east and the Biscayne Bay on the west. The original Stormwater Management Master Plan (SWMMP) isolated the drainage basins to a 30-foot-wide corridor along the public right-of-way and utilized roadway elevation surveys to approximate the basin divides. This SWMP Update divides the watersheds into subcatchments based on the elevation contours compiled from the Miami Dade County LiDAR, which represents the best available topographic data for this island. This delineation is more representative of the actual drainage throughout the Village. The watershed delineation was performed by the InfoSWMM 9.0 Subcatchment Manager Extension tool. Most of the public infrastructure within the Village is located within the single family residential land use and some high rise residential land uses and discharges into the public system. Therefore, the modeling and CIP efforts are mainly concentrated within these land uses and exclude the commercial properties and the properties known to provide on-site storm water treatment. The same 1-foot contours from the Miami Dade County LiDAR were used to determine the local subcatchment delineations. The updated basins delineation is shown in Section 2 Tt #200-15760-10003 2-20 6/27/2011 Figure 2.8 with the summary of characteristics included in Table 2.2, located at the end of this because of its length. 2.2.2 Positive Outfalls There are 17 outfalls from individual drainage systems permitted by DERM in the Village. The outfalls range from 8" to 48" in size and were permitted and installed between 1969 and 1992. Many of the outfalls were constructed between residential lots, which limit access to them. It could not be determined, therefore, if all of these outfalls are open and functioning. Some may be silted over or otherwise inoperable. Positive outfall locations are shown in Figure 2.9. 2.2.3 Auger Wells One primary component of the Village's original exfiltration (seepage) system was the 15-inch auger well installed to a depth of 10 feet and lined with gravel. Auger wells consisted of a catch basin atop a vertical perforated corrugated aluminum pipe with a depth of 10 feet. These wells were installed in many locations along the public rights-of-way throughout the Village. Figure 2.10 shows a typical cross section of an auger well. Once in an auger well, the water seeps through the holes in the pipe, filters through the gravel around the pipe (to help remove pollutants) and infiltrates into the soil around the well. Unfortunately, the soils in the Village at 10 feet of depth are very silty and thus the water infiltrates very slowly. In addition, these wells are not connected by underground piping to any other parts of the drainage system. This minimizes the long term effectiveness of these wells because the water standing in the wells has no outlet, other than very slow exfiltration, so additional stormwater must either be accommodated by the positive drainage system or creates localized ponding on the land. The Village is no longer utilizing auger wells and many have been decommissioned for the aforementioned reasons. Therefore, auger wells will not be considered in the hydraulic modeling or proposed as part of this master plan. H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 9 7A 7B 9A 10 11 4 9 5432 1 3 6A 6B 8 Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School UPDATED DRAINAGE BASIN DELINEATION STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.8 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area SWMMP Update 2010 Basin SWMMP Update 2010 Subcatchment Pipes Printing Date: 03/23/2011 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.8.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth !P !P !P !P !P !P !P !P !P!P !P !P !P !P!P !P !P !P H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay O-02 O-08 O-07 O-06 O-09 O-10 O-03 O-17 O-12 O-16 O-11 O-14 O-15 O-01 O-13 O-05 O-04 CR A N D O N B L V D HAR B O R D R FE R N W O O D R D ISLAND DR GL E N R I D G E R D R I D G E W O O D R D W MASHTA DR HA M P T O N L N W O O D C R E S T R D S M A S H T A D R EAST DR WESTWOO D D R W HEATHER DR GALEN DR W ENID DR E WO O D D R N M A S H T A D R S CLUB RD BUTTONWOOD DR W MCINTYRE ST SEAVIEW DR ALLENDAL E R D WA R R E N L N CAPE FLORIDA D R GU L F R D HA R B O R P T H A R B O R C T BAY L N OCE A N L A N E D R GRAND BAY DR KNOLLWOOD DR CA P E F L O R I D A P A R K B L V D OC E A N D R GREENWOOD DR GRAPETREE DR BEECHWOOD DR CRANWOOD DR TURTLE WALK N CLUB DR MASHTA DR HARBOR LN L O Y O L A D R HEA T H E R L N HARBOR PLZ LA K E D R L A K E V I L L A D R OC E A N D R AL L E N D A L E R D OC E A N D R OUTFALL LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.9 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits !P Outfall Pipes Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.9.mxd TYPICAL AUGER WELL STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.10 O Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.10.mxd NOT TO SCALE Section 2 Tt #200-15760-10003 2-24 6/27/2011 2.2.4 Exfiltration Trenches Exfiltration trenches have been installed in a small area by the Village Hall as indicated in Figure 2.11. An exfiltration trench is a perforated pipe laid in a trench 10 to 15 feet deep and surrounded by gravel and a filter material (see Figure 2.12). These drains function much like the auger wells with the primary difference being they are laid horizontally rather than vertically and have a greater surface area to facilitate exfiltration. These exfiltration trenches or french drains provide some water storage in minor storm events but will be less productive during heavy and prolonged rainfalls. This is, again, due to the low permeability of the Village's soils at such shallow depths. 2.2.5 Stormwater Pump Stations and Injection Drainage Wells The Village of Key Biscayne owns and operates two stormwater pump stations, which discharge to 28 injection drainage wells as part of their stormwater system. The drainage wells function either by injection or by gravity. The existing stormwater drainage collection system connects to the deep injection wells throughout the Village as shown in Figure 2.13. The Village has routinely maintained and cleaned the system pipes and structures. The wells were in need of rehabilitation in order to function properly and efficiently. In January 2010, a Village wide storm drainage well inspection report was conducted. All wells located throughout the Village were inspected. The results indicated that 27 wells were in need of rehabilitation. These 27 wells have been redeveloped to their original depths and tested with capacities of 800 gpm/ft of available head. Most of the wells are exceeding their intended capacities. The project was completed in September 2010 with a total cost of $293,080, which was funded in part by a matching grant from the SFWMD. The results of the latest performance tests as provided by Jaffer Well Drilling are provided in Appendix G. Figure 2.14 displays the location of the two existing stormwater pump stations within the Village. These pump stations were also upgraded in 2010. Pump Station No. OL1 (PS OL1) is located XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XYXYXYXYXYXYXYXYXYXYXYXY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY XY 130 LF 24-inch HDPE 130 LF 24-inch HDPE 150 LF 24-inch HDPE W ENID DR FE R N W O O D R D W MCINTYRE ST CR A N D O N B L V D VI L L A G E G R E E N W A Y 150 LF 24-inch HDPE 95 LF 24-inch HDPE 76 LF 24-inch HDPE 20 LF 24-inch HDPE 130 LF 24-inch HDPE EXFILTRATION LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.11 0 100 FeetO Legend XY XY XY XY Exfiltration Trench Printing Date: 03/04/2010 Drawn By: AMM Source: Miami- Dade GIS Data Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.11.mxd TYPICAL TRENCH DRAIN STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.12 O Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.12.mxd NOT TO SCALE !O !O!O!O !O !O!O !O !O !O!O !O !O !O !O !O!O !O !O !O !O !O!O!O !O !O !O !O H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 3-B 3-A 3-D 7-D 7-B 6-B 6-D 6-A 8-B8-C 8-A 7-A HD-1 S-20 4(E) 1(W)2(C)3(E) S-29 5-15 4-11 2-24 1-28 S-13(W) 1(W)/2(E) 7-C 6-C 3-C CR A N D O N B L V D HAR B O R D R FE R N W O O D R D ISLAND DR GL E N R I D G E R D R I D G E W O O D R D W MASHTA DR HA M P T O N L N S M A S H T A D R EAST DR WESTWOO D D R GALEN DR W ENID DR N M A S H T A D R S CLUB RD BUTTONWOOD DR W MCINTYRE ST SEAVIEW DR ALLENDAL E R D WA R R E N L N GU L F R D HAR B O R P T M A R I N E R D R H A R B O R C T BAY L N OCEAN LANE D R GRAND BAY DR KNOLLWOOD DR CA P E F L O R I D A P A R K B L V D OC E A N D R GRAPETREE DR BEECHWOOD DR CRANWOOD DR TURTLE WALK L O Y O L A D R BE A C H C L U B L N HARBOR PLZ L A K E V I L L A D R OC E A N D R DRAINAGE WELL LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.13 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits !O Drainage Well Pipes Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.13.mxd ") ") H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D HAR B O R D R FE R N W O O D R D ISLAND DR GL E N R I D G E R D R I D G E W O O D R D W MASHTA DR HA M P T O N L N W O O D C R E S T R D S M A S H T A D R EAST DR WESTWOO D D R W HEATHER DR GALEN DR W ENID DR E WO O D D R N M A S H T A D R S CLUB RD BUTTONWOOD DR W MCINTYRE ST SEAVIEW DR ALLENDAL E R D WA R R E N L N CAPE FLORIDA D R GU L F R D HAR B O R P T M A R I N E R D R H A R B O R C T BAY L N OCEAN LANE D R GRAND BAY DR KNOLLWOOD DR CA P E F L O R I D A P A R K B L V D OC E A N D R GREENWOOD DR GRAPETREE DR BEECHWOOD DR CRANWOOD DR TURTLE WALK N CLUB DR MASHTA DR HARBOR LN L O Y O L A D R HEA T H E R L N HARBOR PLZ LA K E D R L A K E V I L L A D R OC E A N D R AL L E N D A L E R D OC E A N D R PS 1 PS 2 PUMP STATION LOCATION MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.14 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits ")Pump Station Pipes Printing Date: 11/22/2010 Drawn By: AMM Source: Miami- Dade GIS Data, Microsoft Virtual Earth File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.14.mxd Section 2 Tt #200-15760-10003 2-29 6/27/2011 at the east end of Ocean Lane Drive. The roadway drainage system receives overflow from the existing large condominium developments on each side of the road. The station’s twin 4,000 gpm vertical propeller pumps had been in service since installation in 1995 and were in need of repair. The upgrade project was completed in August 2010 and consisted of rehabilitating the existing pump station. This included the disassembling and restoration of the two pumps to their near- original condition. The top slab of the pump station was modified accordingly. Sand, silt and debris was removed out of the wet well. The total cost of $261,960.76 was shared between the Village and a matching grant from the SFWMD. Pump station details are provided in Appendix H. The second pump station, Pump Station HC1 (HC1) at the east end of East Heather Drive is currently being rehabilitated as well. 2.2.6 The Crandon Boulevard System The Crandon Boulevard system contains approximately 1.5 miles of 24-inch to 48-inch diameter drainage pipe, and two 48-inch diameter outfalls. The system was constructed in 1968-69 when Crandon Boulevard was widened to four lanes. The system extends west along a segment of Harbor Drive, past Woodcrest Road to an outfall south of the Yacht Club. Drainage Improvements on Ocean Lane Drive, east of Crandon Boulevard, were later connected to the Crandon Boulevard system by Miami-Dade County. The drainage systems of the roadways surrounding Key Biscayne Elementary School are also connected into the Crandon Boulevard system, but are independent of the systems along the adjacent streets. The drainage system was constructed by the Florida Department of Transportation (FDOT) and ownership was transferred to Miami-Dade County for operation and maintenance. Since the area currently served by the Crandon Boulevard drainage system is maintained by Miami-Dade County it was excluded from the original master plan. Roadway improvements to Crandon Boulevard were designed by another consultant in 2006 and constructed in two phases completed in 2007. Along with the median beautification Section 2 Tt #200-15760-10003 2-30 6/27/2011 improvements, additional storm structures were included along the roadway and existing inlet grate elevations were adjusted. For the purposes of this update, the Crandon Boulevard system will be considered in the modeling since there are several points of connection with the existing drainage system at Eastwood Drive, East Heather Drive, Sunrise Drive and Ocean Lane Drive. As-builts files were received from Miami-Dade County Public Works Department on October 6, 2010. 2.3 EXISTING FLOODING AREAS 2.3.1 Introduction Since the Village of Key Biscayne is located within a barrier island, the Village lies completely within a floodplain. This is one of the main contributing factors for the localized flooding and repetitive loss. FEMA provides Flood Insurance Rate Maps (FIRMs) to delineate both the special hazard areas and the insurance risk premium zones applicable to the community. The maps define the Base Flood Elevations (BFEs) as “the computed elevation to which floodwater is anticipated to rise during the base flood. The BFE is the regulatory requirement for the elevation or floodproofing of structures. The relationship between the BFE and a structure's elevation determines the flood insurance premium.” The FIRM map for the Village is separated into four panels as revised in September 11, 2009. The Community Identification number is 12086. Figure 2.15 provides a compilation of the FIRM map panels. The Village lies within the VE and AE Zones which exhibit a one percent (1 %) or greater chance of flooding each year. Elevations are provided for Zones AE from 8 feet to 12 feet. The insurance premium for a structure is based on these zones and elevations due to the special flood hazard risk area. Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay FIRM PANEL 12086C0491L FIRM PANEL 12086C0492L FIRM PANEL 12086C0483L FIRM PANEL 12086C0484L OPEN WATER Zone AE 12 ft NGVD29 approx. 10.44 ft NAVD88 Zone AE 11 ft NGVD29 approx. 9.44 ft NAVD88 Zone AE 10 ft NGVD29 approx. 8.44 ft NAVD88 Zone AE 9 ft NGVD29 approx. 7.44 ft NAVD88 Zone AE 8 ft NGVD29 approx. 6.44 ft NAVD88 Zone VE 11 ft NGVD29 approx. 9.44 ft NAVD88 OPEN WATER Zone AE 7 ft NGVD29 approx. 5.44 ft NAVD88 CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN FEMA FLOOD ZONE MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.15 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area FEMA FIRM Panel Boundary FEMA Flood Zone AE - Base Flood Elevation Provided FEMA Flood Zone VE - Base Flood Elevation Provided CBRS - Coastal Barrier Resources System Otherwise Protected Area Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.15.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA 2009 DFIRM Section 2 Tt #200-15760-10003 2-32 6/27/2011 2.3.2 Localized Flooding Areas The Village of Key Biscayne is known to have frequent localized flooding problems in recurrent areas. These areas are identified via logged complaints from the residents via email or phone calls and historical experience of Public Works personnel. Figure 2.16 lists the location of documented flooding complaints. The causes of the flooding varies from rain events, where the intensity of rainfall is extreme for a short duration, to tidal events, where the high tide tail water flows into the drainage system and backflows through the structures onto the streets, or a combination of both. The topographic characteristics of specific roadways contribute as well. There are several low-lying, flat areas that do not drain efficiently. 2.3.3 Repetitive Loss Properties Repetitive loss properties are those properties for which two or more claims of more than $1,000 have been paid by the National Flood Insurance Program (NFIP) within any 10-year period as defined by FEMA in the Community Rating System (CRS) Coordinator’s Manual. The Village is considered a Category C in the CRS in which more than 10 properties have been identified as repetitive loss. In 2008, FEMA provided a list of 28 properties. One of the activities involved with the Annual NFIP CRS Re-Certification process is the analysis of Repetitive Loss Areas (RLAs). The purpose of the analysis is to determine possible mitigation solutions to minimize the flood claims. Updates to the identified repetitive loss properties were submitted to FEMA October 1, 2010 for consideration. The updates were approved in February 2011. The findings of the analysis indicate the claims for 24 properties out of 28 listed in 2008 were related to hurricanes. Hurricanes are considered greater than 100-year events and therefore, the properties will be indicated as “mitigated” in future repetitive loss lists. FIGURE 2.16 Date of e-mail complaint Action Taken Y/N Description/Comments Additional complaint(s) logged after action taken Y/N 425 Allendale Road (corner with Heather Drive) Nov-05 Y drain covered with sod and mud - removed sod and mud on surface and pumped the catch basin N 630 Allendale Road Apr-10 Y removed sediment in catch basin N 400 Hampton Lane Drive Apr-11 Y removed sediment in catch basin Y 400/500 Hampton Lane Drive block (524/525/400/401/415)Jun-09 Y removed sediment in catch basins Y 255 Hampton Lane Aug-08 N Armando stated this drain is not connected to the drain system but he has a contractor reviewing the system to implement the required work. Armando found this work not feasible at approx $13,000 N 653 Hampton Lane Jun-09 N Resident states this never happened before - that the sewer project work caused this 355 Harbor Lane Jun-09 Y removed sediment in catch basin N 400/500 Warren Lane T Y removed sediment in catch basin N 690 Warren Lane May-09 Y removed sediment in catch basin N 691 Warren Lane T Y removed sediment in catch basin N 320 Ridgewood Road Jan-06 Y swale lowered and regraded N 355 Ridgewood Rd Jun-05 Y swale lowered and regraded N 432 Ridgewood Road Feb-06 N regrading the street during the sewer project would have fixed existing puddle - water does not get to drain 442 Ridgewood Road T N 452/462 Ridgewood Road Apr-10 N additional catch basin added - solved for 452 but not for 462 Y 482 Ridgewood Road T N Resident states this never happened before in front of his house - that the sewer project work caused this 524 Ridgewood Road Oct-08 Y drain was excavated and linked underground to the stormwater system N 165 Mc Intyre Road T U adjacent to 524 ridgewwod - solution fixed both N 9, 10, 14, 15 & 18 Harbor Point Drive 2007 Y regrading of street after sewer project - benefited some - others got worse Y 265 West Heather Drive Nov-10 Y re-profiled existing ashpalt to allow water to go to drain - homeowner did exfiltration work on private prop and adjusted driveway N 315 West Heather Drive May-10 Y E & M added a catch basin N 385 West Heather Drive Jun-08 Y Miguel Lopez added a catch basin N 375 Harbor Drive Jan-06 Y removed sediment in catch basin N 765 Myrtlewood lane T Y coverted solid manhole cover to a graded cover at 701 N 701 Myrtlewood Lane Jul-08 Y coverted solid manhole cover to a graded cover N Palmwood Lane Oct-08 N related to 10 year storm - weather event 10/4/2008 N corner of Satinwood and Beechwood Oct-08 N related to 10 year storm - weather event 10/4/2008 N 540 Sabal Palm Drive May-08 Y reprofiled street after the sewer project N 530/526 Sabal Palm Drive May-08 Y reprofiled street after the sewer project N All of Ocean Lane Drive Oct-08 N related to 10 year storm - weather event 10/4/2008 N 300 Gulf Road Oct-08 N related to 10 year storm - weather event 10/4/2008 N All Holiday Colony area Oct-08 N related to 10 year storm - weather event 10/4/2008 N 181 Cape Florida Drive Aug-09 Y resurfaced all of Cape Florida Drive N 960 Harbor Drive May-10 Y Drainage project - Four catch basins added and one well Y 475 Bay Lane Nov-10 N Resident states this never happened before - that the sewer project work caused this T = telephone call - failed to log date Village of Key Biscayne Flood/Puddle Complaint Log Nov 2005 to April 2011 Section 2 Tt #200-15760-10003 6/23/2011 Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay BISCAYNE BAY 6001 to be Delisted from Impaired Water Bodies List KEY BISCAYNE BEACH 8091B to be Delisted from Impaired Water Bodies List KEY BISCAYNE 3226H4 Impaired - Mercury in Fish Tissue CRANDON PARK 8091C to be Delisted from Impaired Water Bodies List CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN IMPAIRED WATER BODIES MAP STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.17 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area FDEP Water Body Boundaries (Labelled with Water Body ID and FDEP Impairment Status as of 11-2-2010) Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.17.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth; FDEP Final Verified Lists for Group 4 Basins 11-2-2010 Section 2 Tt #200-15760-10003 2-35 6/27/2011 2.4 WATER QUALITY The FDEP prepares the Water Quality Assessment Report on a five- year cycle based on data monitored and collected by DERM. Biscayne Bay is part of the Southeast Coast Group 4 Basin. There are five (5) phases in each cycle. In September 2010, the FDEP completed its second cycle. Key Biscayne is directly connected to three (3) water bodies that have been identified with a Water Body Identification Number (WBID). These are delineated as shown in Figure 2.17. Per the First Water Quality Assessment results, Key Biscayne was found to have a high priority for Total Maximum Daily Load (TMDL) development for Mercury due to concentrations which exceed threshold limits. However FDEP recently noted a “flaw in the original analysis” and the water bodies are currently being delisted for these impairments. Currently the water bodies surrounding the Village of Key Biscayne have no impairments, although impairments may be added during future cycle’s assessments. Updates on future assessments can be found on the FDEP website. A summary of the Key Biscayne FDEP Verified List of Impaired Waters - Group 4 (Cycle 2) Basins is provided in Table 2.3. 2.4.1 Total Maximum Daily Load (TMDL) A TMDL is “the amount of a pollutant that can be accepted by a water body without causing an exceedance of water quality standards or interfering with the ability to use a water body for one or more of its designated uses”. The allowable load is allocated to the various sources of the pollutant, such as stormwater discharge, which requires an NPDES permit, and nonpoint sources, which includes stormwater runoff from commercial and residential areas. Water bodies that do not meet water quality standards are identified as "impaired" for the particular pollutants of concern (i.e. nutrients, bacteria, mercury, etc.) and TMDLs are being developed, adopted and implemented for these to reduce pollutants and clean up the water body. Implementation strategies to improve water quality may include stormwater treatment plants, adoption of ordinances, retrofitting stormwater systems, and other BMPs. Southeast Coast / Biscayne Bay (Group 4) - Verified List Hydrologic Unit: Everglades Table 2.3 OGC Case Number Planning Unit WBID Water Segment Waterbody Type Waterbody Class1 1998 303(d) Parameters of Concern Parameters Assessed Using the Impaired Waters Rule (IWR) Concentration Causing Impairment 2 Priority for TMDL Development3 Projected Year for TMDL Development3 Comments (# Exceedances/# Samples) PP=Planning Period VP=Verified Period 4 06-0624 Biscayne Bay Intercoastal 3226H ICCW DADE CO. ESTUARY 3M Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 311 / 2525; VP = 218 / 1397 06-0625 Broward County 3271 POMPANO CANAL STREAM 3F Dissolved Oxygen <5.0 mg/L Medium 2011 PP = 8 / 18; VP = 11 / 28 Verified impaired and nutrients are found to be the causative pollutant based on chl a data. 06-0626 Broward County 3271 POMPANO CANAL STREAM 3F Nutrients Nutrients (Chl a) TN = 1.01 mg/L TP = 0.08 mg/L High 2005 VP: Annual average Chl a values exceeded IWR threshold in 2000 (20.12 ug/L) and 2004 (20.67 ug/L). Data indicate that the WBID is co-limited (TN/TP median =12.122, standard deviation of 8.0617, range of 5.739 - 41.76, 18 observations). 06-0627 Broward County 3274 C-13 EAST/MIDDLE RIVER ESTUARY 3M Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 19 / 168; VP = 39 / 205 Data based on updated Run 22 from 10-26-05. 06-0628 Broward County 3274 C-13 EAST/MIDDLE RIVER ESTUARY 3M Nutrients (Historic Chl a) TN = 1.34 mg/L TP = 0.08 mg/L Medium 2011 VP:The annual average Chl a values in the verified period exceeded the historical minimum (of 2.5 ug/L for the years 1992-1996) by more than 50% in 2001 (5.0825 ug/L), 2002 (9.5931 ug/l), 2003 (8.0321 ug/L) and 2004 (8.1306 ug/L). Data indicate that the WBID is co-limited (TN/TP median = 18.674, standard deviation of 15.003, range of 4.96 - 81.07, 71 observations). Data based on updated Run 22 from 10- 26-05. 06-0629 Broward County 3226G4 LOS OLAS ISLES FINGER CANAL SYSTEM ESTUARY 3M Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 199 / 563; VP = 20 / 74 Data based on updated Run 22 from 10-26-05. 06-0630 Broward County 3276A NORTH FORK NEW RIVER ESTUARY 3M Dissolved Oxygen <4.0mg/L Medium 2011 PP = 28 / 86; VP = 28 / 83 Verified impaired and nutrients were found to be the causative pollutant. Data based on updated Run 22 from 10-26-05. 06-0631 Broward County 3276A NORTH FORK NEW RIVER ESTUARY 3M Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 147 / 265; VP = 45 / 104. Data based on updated Run 22 from 10-26-05. 06-0632 Broward County 3276A NORTH FORK NEW RIVER ESTUARY 3M Nutrients (Chl a) TN = 1.62 mg/L TP = 0.11 mg/L Medium 2011 VP: Chl a values exceeded IWR threshold hold in 1998 (28.18 ug/L), 1999 (29.42 ug/L), 2000 (16.3 ug/L), 2001 (14.04 ug/L) and 2004 (26.27 ug/L). Data indicate that the WBID is co-limited (TN/TP median = 13.818, standard deviation of 8.7913, rangeof 5.609 - 62.0, 88 observations). Data based on updated Run 22 from 10-26-05. 06-0633 Broward County 3276A NORTH FORK NEW RIVER ESTUARY 3M Total Coliform >2400 colonies/100mL Medium 2011 PP = 56 / 151; VP = 13 / 53 Data based on updated Run 22 from 10-26-05. 06-0634 Broward County 3277A SOUTH NEW RIVER CANAL ESTUARY 3M Coliforms Fecal Coliform >400 colonies/100 mL Low 2011 PP = 23 / 184; VP = 22 / 144 Data based on updated Run 22 from 10-26-05. February 15, 2006 1 of 3 Florida Department of Environmental Protection Southeast Coast / Biscayne Bay (Group 4) - Verified List Hydrologic Unit: Everglades Table 2.3 OGC Case Number Planning Unit WBID Water Segment Waterbody Type Waterbody Class1 1998 303(d) Parameters of Concern Parameters Assessed Using the Impaired Waters Rule (IWR) Concentration Causing Impairment 2 Priority for TMDL Development3 Projected Year for TMDL Development3 Comments (# Exceedances/# Samples) PP=Planning Period VP=Verified Period 4 06-0636 Broward County 3277A SOUTH NEW RIVER CANAL ESTUARY 3M Nutrients Nutrients (Historic Chl a) TN = 1.84 mg/L TP = 0.07 mg/L Low 2011 VP: The annual average Chl a values in the verified period exceeded the historical minimum value (of 4.8 ug/L for the years 1995-1999) by more than 50% in 2003 (7.9892 ug/L) and 2004 (7.2405 ug/l). Data indicate that the WBID is co- limited (TN/TP median = 29.521, standard deviation of 50.263, range 7.337 - 247.9, 94 observations). Data based on updated Run 22 from 10-26-05. 06-0637 North Dade County 3283 SNAKE CREEK CANAL EAST STREAM 3F Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 30 / 334; VP = 27 / 202 06-0638 North Dade County 3283 SNAKE CREEK CANAL EAST STREAM 3F Nutrients (Historic Chl a) TP = 0.02 mg/L Medium 2011 VP: The annual average Chl a values in the verified period exceeded the historical minimum value (of 2.0 ug/L for the years 1996-2000) by more than 50% in 2001 (3.13 ug/L) and 2002 (3.4136 ug/l). Data indicate that the WBID is phosphorous limited (TN/TP median = 95.509, standard deviation of 73.450, range, 1.238 - 405, 41 observations). 06-0639 North Dade County 3285 C-8/BISCAYNE CANAL STREAM 3F Coliforms Fecal Coliform >400 colonies/100 mL Low 2011 PP = 129 / 342; VP = 105 / 255 06-0640 North Dade County 3285 C-8/BISCAYNE CANAL STREAM 3F Coliforms Total Coliform >2400 colonies/100mL Low 2011 PP = 103 / 342; VP = 82 / 254 06-0641 North Dade County 3287 C-7/LITTLE RIVER STREAM 3F Coliforms Fecal Coliform >400 colonies/100 mL Low 2011 PP = 62 / 226; VP = 45 / 148 06-0642 North Dade County 3287 C-7/LITTLE RIVER STREAM 3F Coliforms Total Coliform >2400 colonies/100mL Low 2011 PP = 48 / 226; VP = 37 / 147 06-0643 North Dade County 3288 C-6/MIAMI RIVER ESTUARY 3M Copper > 3.7 ug/L Medium 2011 PP = 18 / 69; VP = 14 / 46 06-0644 North Dade County 3288 C-6/MIAMI RIVER ESTUARY 3M Coliforms Fecal Coliform >400 colonies/100 mL Low 2011 PP = 253 / 631; VP = 202 / 434 06-0645 North Dade County 3288 C-6/MIAMI RIVER ESTUARY 3M Coliforms Total Coliform >2400 colonies/100mL Low 2011 PP = 191 / 629; VP = 152 / 432 06-0646 North Dade County 3290 C-6/Miami Canal ESTUARY 3F Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 27 / 167; VP = 33 / 149 06-0647 North Dade County 3292 CORAL GABLES CANAL STREAM 3F Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 22 / 109; VP = 22 / 72 06-0648 North Dade County 3292 CORAL GABLES CANAL STREAM 3F Total Coliform >2400 colonies/100mL Medium 2011 PP = 13 / 110; VP = 13 / 72 06-0649 North Dade County 3226M2 UPPER ARCH CREEK STREAM 3F Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 72 / 75; VP = 27 / 27 06-0650 North Dade County 3226M2 UPPER ARCH CREEK STREAM 3F Total Coliform >2400 colonies/100mL Medium 2011 PP = 57 / 75; VP = 24 / 27 06-0651 North Dade County 3288A WAGNER CREEK ESTUARY 3M Dioxin >7ppt Medium 2011 Verified Impaired based fish advisory for Checkered Puffer, Striped Majarra and Yellow Fin Mojarra. 06-0652 North Dade County 3288A WAGNER CREEK ESTUARY 3M Coliforms Fecal Coliform >400 colonies/100 mL High 2005 PP = 198 / 223; VP = 139 / 157 06-0653 North Dade County 3288A WAGNER CREEK ESTUARY 3M Coliforms Total Coliform >2400 colonies/100mL High 2005 PP = 193 / 223; VP = 137 / 157 February 15, 2006 2 of 3 Florida Department of Environmental Protection Southeast Coast / Biscayne Bay (Group 4) - Verified List Hydrologic Unit: Everglades Table 2.3 OGC Case Number Planning Unit WBID Water Segment Waterbody Type Waterbody Class1 1998 303(d) Parameters of Concern Parameters Assessed Using the Impaired Waters Rule (IWR) Concentration Causing Impairment 2 Priority for TMDL Development3 Projected Year for TMDL Development3 Comments (# Exceedances/# Samples) PP=Planning Period VP=Verified Period 4 06-0654 North Dade County 3288B C-6/LOWER MIAMI RIVER ESTUARY 3M Fecal Coliform >400 colonies/100 mL Medium 2011 PP = 38 / 74; VP = 16 / 26 06-0655 North Dade County 3288B C-6/LOWER MIAMI RIVER ESTUARY 3M Total Coliform >2400 colonies/100mL Medium 2011 PP = 31 / 73; VP = 15 / 26 06-0656 South Dade County 3303 C-111 Canal STREAM 3F Nutrients (Historic Chl-a) TP = 0.02 mg/L Medium 2011 VP: The annual average Chl a values in the verified period exceeded the historical minimum value (of 2.2 ug/L for the years 1992-1996) by more than 50% in 2001 (5.0787 ug/l), 2002 (4.2198 ug/l) and 2004 (9.7538 ug/L). Data indicate that the WBID is phosphorous limited (TN/TP median = 95.273 with a standard deviation of 2079.4, range of 5.473 - 40670, 381 observations). 06-0657 Southeast Coast 8998 FLORIDA ATLANTIC COAST COASTAL 3M Mercury (in Fish Tissue) Exceeds DOH threshold (>0.43 mg/kg) Low 2012 Data verified to be within the last 7.5 years. 87 King Mackerel averaged 0.67 mg/Kg in 2002. WBIDs include: 3226 (G1-G4), 3226HB, 3226H, 3226 (H1-H4), 6001, 6001 (A-C), 8088, 8089, 8090, 8091, 8091 (A-D), 8092, 8092 (A-D), 8093, 8093 (A-E), 8094, 8094 (A-F), 8095, 8095 (A-D). 1 Florida's waterbody classifications are defined as: 1 - Potable water supplies, 2 - Shellfish propagation or harvesting, 3F - Recreation, propagation, and maintenance of a healthy, well-balanced population of fish and wildlifein fresh water, 3M - Recreation, propagation, and maintenance of a healthy, well-balanced population of fish and wildlife in marine water, 4 - Agricultural water supplies, 5 - Navigation, utility, and industrial use. 2 The nutrient concentrations represent the 75th percentiles of data from the Verified Period. The target nutrient concentration used in the subsequent TMDL will be determined during the TMDL process. 3 Priorities and schedule for TMDL development are only provided for waters in Category 5. Priorities set under the EPA Consent Decree were retained. Medium priority is used for newly listed waters identified under the IWR. 4 Planning Period (PP) - 1/1/1993 to 12/31/2002; Verified Period (VP) - 1/1/1998 to 6/30/2005. The Verified List is based on IWR Run 22 February 15, 2006 3 of 3 Florida Department of Environmental Protection Section 2 Tt #200-15760-10003 2-39 6/27/2011 The threshold limits on pollutants in surface waters and associated water quality criteria table are summarized in Table 2.4, as per Florida Administrative Code Rule 62-302 provided in Appendix D. Storm water from Key Biscayne currently discharges to Water Body Identification (WBID) 3226H4, located to the west of Key Biscayne in the Biscayne Bay. The only impairment currently found in WBID 3226H4 is for mercury in fish tissues which has been a common impairment in water bodies throughout Florida. Adoption of a TMDL for mercury is currently being discussed by the FDEP; however this will likely be a statewide regulation mainly addressing atmospheric sources and is unlikely to impact storm water regulations. Table 2.4 – Current Criteria Used for TMDL Development PARAMETER* CONCENTRATION THRESHOLD** BOD ≥ 5.0 mg/L DO < 4.0 mg/L Total Coliform >2400 colonies/100mL Fecal Coliform >400 colonies/100 mL TN ≥ 4.0 mg/L TP ≥ 4.0 mg/L Mercury (Based on fish samples) DoH Threshold (> 0.3 mg/kg) Dioxin >7ppt Iron > 1.0 mg/L Lead > 8.5 ug/L Conductance > 1275 umhos/cm Copper ≥ 3.7 µg/L * Data taken from past TMDLs ** Thresholds for TMDL development may vary between water bodies Section 2 Tt #200-15760-10003 2-40 6/27/2011 2.4.2 Statewide Rule The purpose of the Statewide Unified Stormwater Rule (aka Statewide Rule) is to “protect surface waters from the effects of excessive nutrients in stormwater runoff”. This will eliminate the inconsistencies between the stormwater rules used by each of the five Florida water management districts by establishing a standardized set of criteria. The FDEP in conjunction with the five water districts are collaborating in creating the statewide rule that will be implemented through the existing Environmental Resource Permit program. The rule will require reduction of the amount of total phosphorus (TP) and total nitrogen (TN) in stormwater runoff for all new construction by implementing best management practice treatment options in series. The post-construction nutrient loads must be less than or equal to pre- construction nutrient loads. 2.4.3 Sampling Program Miami-Dade County DERM manages an on-going county-wide surface water sampling program for Biscayne Bay and its watershed canals. The program was initiated in 1979, with less than 50 stations and has blossomed to include over 105 stations. The program conducts monthly surface water sampling for a variety of parameters including physical, chemical and microbiological characteristics. Section 2 Tt #200-15760-10003 2-41 6/27/2011 Table 2.2 – Subcatchment Characteristics Basin Number Sub-Catchment ID Acres 1 SUB-12084 4.00 SUB-12088 3.50 SUB-12162 2.78 SUB-12164 2.22 Subtotal Basin 1 12.50 2 SUB-12122 0.19 SUB-12128 1.79 SUB-12144 5.94 SUB-12160 3.73 Subtotal Basin 2 11.65 3 SUB-12060 2.07 SUB-12062 1.41 SUB-12068 1.34 SUB-12072 6.42 SUB-12086 4.32 SUB-12100 3.48 SUB-12112 2.63 SUB-12142 5.11 SUB-12150 2.18 SUB-12152 3.52 SUB-12154 5.91 SUB-12158 1.85 SUB-12168 2.10 SUB-12170 0.59 SUB-12172 1.13 SUB-12174 2.62 SUB-12176 1.71 SUB-12180 2.43 SUB-12182 1.14 SUB-12184 0.55 SUB-12186 1.68 SUB-12188 2.83 SUB-12190 2.07 SUB-12192 2.76 SUB-12196 1.66 SUB-12202 2.84 SUB-12204 1.39 SUB-12206 2.89 SUB-12208 1.19 SUB-12210 2.01 SUB-12442 0.44 Subtotal Basin 3 74.27 Basin Number Sub-Catchment ID Acres 4 SUB-12166 1.49 SUB-12200 1.66 SUB-12450 1.16 Subtotal Basin 4 4.31 6A SUB-11978 2.70 SUB-11994 1.78 SUB-12004 1.65 SUB-12010 1.46 SUB-12016 2.74 SUB-12024 2.10 SUB-12052 3.12 SUB-12198 1.81 SUB-12226 1.72 SUB-12228 1.82 SUB-12230 0.66 SUB-12232 0.66 SUB-12234 1.17 SUB-12246 1.15 SUB-12248 1.19 SUB-12250 1.96 SUB-12438 4.07 SUB-12448 1.91 Subtotal Basin 6A 33.67 6B SUB-11998 4.24 SUB-12036 2.27 SUB-12194 1.41 SUB-12222 1.62 SUB-12224 1.16 SUB-12238 1.54 SUB-12240 1.12 SUB-12242 2.28 SUB-12244 1.60 SUB-12258 2.19 SUB-12260 2.14 SUB-12452 1.43 Subtotal Basin 6B 23.0 Section 2 Tt #200-15760-10003 2-42 6/27/2011 Basin Number Sub-Catchment ID Acres 7A SUB-11930 2.02 SUB-11958 3.73 SUB-11988 4.42 SUB-11990 1.92 SUB-12272 2.89 SUB-12276 3.56 SUB-12278 2.83 SUB-12290 2.00 SUB-12292 2.40 SUB-12296 1.66 SUB-12302 3.79 SUB-12304 1.57 SUB-12306 3.29 SUB-12308 5.24 SUB-12460 1.65 Subtotal Basin 7A 42.96 7B SUB-11954 1.51 SUB-11968 2.27 SUB-11984 2.31 SUB-11986 2.35 SUB-12280 3.82 SUB-12284 2.23 SUB-12286 2.17 SUB-12288 4.01 SUB-12300 3.45 Subtotal Basin 7B 24.13 Basin Number Sub-Catchment ID Acres 8 SUB-11924 2.84 SUB-11926 6.85 SUB-11944 3.60 SUB-11948 3.31 SUB-11972 2.88 SUB-12252 6.02 SUB-12256 2.01 SUB-12262 1.45 SUB-12264 1.84 SUB-12266 1.92 SUB-12268 2.96 SUB-12274 2.03 SUB-12318 3.44 SUB-12324 2.94 SUB-12326 0.69 SUB-12328 1.34 SUB-12330 0.80 SUB-12332 0.79 SUB-12334 1.47 SUB-12336 0.68 Subtotal Basin 8 49.88 Section 2 Tt #200-15760-10003 2-42 6/27/2011 Basin Number Sub-Catchment ID Acres 9 SUB-11856 1.86 SUB-11868 2.45 SUB-11932 1.50 SUB-11936 1.45 SUB-11950 1.48 SUB-11970 1.91 SUB-12014 1.00 SUB-12046 2.17 SUB-12048 1.25 SUB-12110 1.48 SUB-12116 2.38 SUB-12212 1.53 SUB-12214 2.80 SUB-12216 1.14 SUB-12218 0.84 SUB-12294 2.81 SUB-12310 4.79 SUB-12312 0.56 SUB-12314 3.48 SUB-12316 2.85 SUB-12320 2.10 SUB-12322 2.97 SUB-12368 1.40 SUB-12372 1.36 SUB-12374 3.10 SUB-12376 1.57 SUB-12380 3.84 SUB-12382 1.36 SUB-12386 1.37 SUB-12388 2.03 SUB-12394 1.30 SUB-12398 1.14 SUB-12408 6.13 SUB-12418 3.73 SUB-12424 1.79 SUB-12428 1.06 SUB-12430 3.19 Sub-Catchment ID Acres SUB-12432 0.88 SUB-12434 2.10 SUB-12444 1.21 SUB-12446 1.44 SUB-12454 1.51 SUB-12456 1.05 SUB-12458 1.23 Subtotal Basin 9 88.59 Outside SUB-12044 2.27 SUB-12132 3.06 SUB-12136 2.48 SUB-12138 1.97 SUB-12340 2.22 SUB-12344 1.76 SUB-12346 1.83 SUB-12348 2.42 SUB-12350 2.35 SUB-12352 2.78 SUB-12354 3.24 SUB-12356 1.85 SUB-12358 1.41 SUB-12362 0.32 SUB-12364 0.39 SUB-12366 0.45 SUB-12396 3.56 SUB-12400 0.79 SUB-12402 2.97 SUB-12404 2.01 SUB-12410 1.62 SUB-12414 2.70 SUB-12420 1.48 SUB-12422 1.68 Subtotal Outside 47.60 STORMWATER MASTER PLAN UPDATE Section 3 June 2011 SECTION 3 Hydrologic & Hydraulic Modeling Section 3 #200-15760-10003 3-1 6/27/2011 SECTION 3.0 HYDROLOGIC AND HYDRAULIC MODELING 3.1 OVERVIEW Following the data collection and mapping effort, Tetra Tech developed a Hydrologic and Hydraulic (H&H) model to represent the Village of Key Biscayne’s existing stormwater infrastructure with the MWH Soft InfoSWMM 9.0 program. Using the Miami Dade County one-foot LiDAR contour data, the InfoSWMM software was used to delineate drainage basins and develop rainfall runoff for each drainage structure included in the model. The runoff was routed through the model components to illustrate problematic flooding areas. This model was developed as a planning tool to compare alternatives that alleviate flooding in targeted problem areas. 3.2 METHODOLOGY The InfoSWMM 9.0 H&H model was used in the analysis. This model was derived from EPA’s SWMM (Stormwater Management Model Version 5.0). InfoSWMM utilizes a dynamic wave solution to simulate runoff and flow routing through the system during a rainfall event. The model simulates such things as infiltration, runoff, hydraulic grade lines, pipe storage, weirs, pump stations, tidal fluctuations, and drainage wells. InfoSWMM is a powerful modeling platform that works within Arc-GIS allowing simplified editing and the ability to present illustrative results. A model was developed from the GIS storm sewer database by manually compiling data obtained during the data gathering phase of this Stormwater Management Master Plan (SWMMP) Update. Storm sewer information was gathered from historic construction drawings and a field survey. Supplemental field survey was conducted in areas of the Village that did not have construction drawings showing information for existing stormwater infrastructure. The 1993 Stormwater Master Plan created nine basins based on limited topography, obtained by field survey conducted at intervals of 100-feet along the existing roadways, and were estimated as the roadway width plus 15-feet on either side. Of these nine basins, eight were studied in the previous SWMMP. This SWMMP Update utilizes more accurate data and estimates the actual H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 9 7A 7B 9A 10 11 4 9 5432 1 3 6A 6B 8 Bill Baggs State Rec Area Crandon Park Saint Agnes SchoolSaint Agnes School UPDATED DRAINAGE BASIN DELINEATION STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 3.1 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Study Area SWMMP Update 2010 Basin SWMMP Update 2010 Subcatchment Pipes Printing Date: 03/23/2011 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF3.1.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth Section 3 #200-15760-10003 3-2 6/27/2011 runoff from the entire Village that drains into the public infrastructure. The original 9 basins remain, one portion of basin 9 has been renamed basin 9A and two new basins, basin 10 and basin 11, have been added to the basin map as shown on Figure 2.8. These large drainage basins were delineated into smaller subcatchment drainage areas using the InfoSWMM software and the Miami-Dade LiDAR data. A total of 184 subcatchments were delineated, as shown on Figure 3.1. Each of the subcatchments estimates runoff using the methodology published in Technical Release 55 (TR-55) “Urban Hydrology for Small Watersheds.” This method estimates how much of the surface runoff in a subcatchment will infiltrate into the upper zone of the pervious area; impervious areas do not infiltrate. Estimates of impervious and pervious areas used in the model were chosen from typical values published in TR-55 based on the land use type from the SFWMD Florida Land Use, Land Cover Classification System (FLUCCS) map. Impervious areas include driveways, streets, parking areas, and roofs that are directly connected to the storm sewer system. Pervious areas include lawns, parks, and other grassy or wooded areas. To predict how much infiltration volume is available in the upper zone of the pervious area the soil type is used. Soil types developed by the National Cooperative Soil Survey (also known as the NRCS) were used to apply a Curve Number. Other watershed data used in the model include ground slope and the shape (width) of subcatchment areas. Slope and width were estimated from the LiDAR based on the specific characteristics of each individual subcatchment. Each subcatchment has a discharge outlet point for the rainfall excess, or runoff, not infiltrated into the soil. In the model these discharge outlet points are represented as nodes. 3.3 EXISTING CONDITIONS (2010) MODEL 3.3.1. Existing Conditions Model The previous Stormwater Management Master Plan (SWMMP) for the Village was completed in September of 1993 and did not include provisions for a full scale model. This SWMMP Update includes a Village-wide H&H model to analyze the existing system for deficiencies that may exist. The purpose of an Existing Conditions Model is to assess the runoff, flows, storage, and hydraulic data within a storm sewer network to facilitate analysis of various alternatives within targeted problem areas. Section 3 #200-15760-10003 3-3 6/27/2011 3.3.1.1 Physical Features The parameters for the existing infrastructure are entered from the GIS Inventory, including inlets, pipes, outfalls, exfiltration trenches, drainage wells, weirs and pump stations. The Village has 277 manholes, 603 catch basins, and 874 storm sewer pipes included in the GIS Inventory. This storm sewer data was brought into the model using the GIS Gateway that converts the GIS Inventory of catch basins (the manholes are not included as they do not receive overland runoff) to junctions and the storm sewer pipes to conduit. The model is composed of the following: a Rain gauge representing the hydrologic scenarios for the SFWMD predicted precipitation and length of storm; 184 subcatchments representing the land area that receives rainfall; 438 junctions representing the catch basins throughout the Village; 54 outfalls representing the outfalls to Biscayne Bay and the drainage wells; 441 conduits representing the storm pipes; 4 pumps representing the two pump stations; 13 weirs representing the weirs within the storm sewer system; and 31 outlets representing the flow into the drainage wells. The model conduits range from 12-inches in diameter to 48-inches in diameter. The model increases in complexity with the increasing number of elements included in the model. Therefore, many of the duplicate catch basins were not included in the model. A duplicate catch basin location is where two or four catch basins exist to collect runoff from both sides of the road or an intersection; in these locations only one junction is depicted in the model. The junctions include the actual rim elevation of the catch basin and the bottom elevation of the structure. The conduit include the upstream and downstream pipe invert, if the invert is known. Since most, if not all, storm sewer pipes in the Village are submerged; Tetra Tech estimated invert elevations for some portions of the H&H model. The estimated storm sewer data should not affect the general results of this planning level model given the submerged condition of the existing stormsewer system. Figure 3.2 shows the model junction-conduit diagram overlain on the basins/subcatchments. Below is a “snap shot” of the node and links in the InfoSWMM software environment. Section 3 #200-15760-10003 3-4 6/27/2011 There are 17 outfalls to Biscayne Bay within the Village, as shown on Figure 2.10. To simulate the boundary conditions for the outfalls to the Biscayne Bay, the mean tidal elevations were used from historical recordings of the S123-T tidal gauge, located approximately 9.8 miles southwest of Key Biscayne. The S123-T tide gauge is maintained by the South Florida Water Management District (SFWMD) in the National Geodetic Vertical Datum of 1929 (NGVD 29) and was converted to North American Vertical Datum of 1988 (NAVD 88) for this model. The modeled tide elevations range from 0.6-feet to -1.34-feet during a 72-hour period. There are 13 weirs in the Village storm sewer infrastructure, located inside catch basins or manholes. Their primary function is to provide water quality treatment by detaining water in the system and directing it towards the drainage wells, eventually as the water elevation continues to rise it will exceed the elevation of the weir and allow the water to discharge into Biscayne Bay. The weirs are modeled as they exist in the system. Their geometry is trapezoidal in shape and the height and width was obtained from the original design drawings. There are 28 drainage wells within the Village, as shown on Figure 2.13. Each of the drainage wells was designed to have a discharge capacity of 2400-gpm (5.35-cfs) at 2-foot of head. In a Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 22 12 17 23 10 19 ¬«22 ¬«12 ¬«17 ¬«23 ¬«10 ¬«19 CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 10 YEAR FLOODING PROPERTIES EXISTING CONDITIONS STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 3.2 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Repetitive Loss Properties 10YR-Existing System Modelling Results Dry Flooded Common to Flooding Most Recent Flooding Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF3.2x.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP ID Address 1 335 CARIBBEAN RD 2 555 CRANDON BLVD 3 379 CARIBBEAN RD 4 100 OCEAN LN DR 5 390 HEATHER LN 6 685 ALLENDALE RD 7 330 CARIBBEAN RD 8 212 W MASHTA DR 9 337 GULF RD 10 365 GULF RD 11 380 REDWOOD LN 12 360 CARIBBEAN RD 13 676 RIDGEWOOD RD 14 390 CARIBBEAN RD 15 200 CRANDON BLVD 16 188 W MASHTA DR 17 364 GULF RD 18 361 W HEATHER DR 19 300 CARIBBEAN RD 20 181 CRANDON BLVD 21 245 HARBOR DR 22 642 HAMPTON LN 23 330 FERNWOOD RD 24 24 CRANDON BLVD 25 445 GRAND BAY DR UNIT 212 26 745 N MASHTA DR 27 525 GLENRIDGE RD !(19 !(10 Section 3 #200-15760-10003 3-5 6/27/2011 report completed by Jaffer Well Drilling dated July 21, 2010, the actual capacities of the 28 wells were tested. The existing drainage wells’ actual performance testing values, performed by Jaffer Well Drilling, were represented within the H&H model as head verses flow rating curves. Several of the wells had a performance in excess of three times the design values, some as high as eight (8) times. As a factor of safety, the maximum value was set to three (3) times the design values. The remaining wells not tested by Jaffer Well Drilling utilize the design value, or 2400- gpm, within the model. The drainage wells located at the Fire Department, Police Department, and drainage well HC-1 are not modeled within the system because they are self contained drainage areas that are not included in the model. There are two (2) pump stations in the Village, as shown on Figure 2.14. Both of the pump stations were designed under the “Holiday Colony, Ocean Lane, and Sunrise Drives Stormwater Improvement Plans” Project. Both pump stations utilize 16P Aurora 1160 propeller type pumps that pump large volumes of water in low head conditions. ”Pump on” elevation for the lead pump is -0.5, and 0.5 for the lag pump. Pump station OL1 (PS OL1) was installed at the east end of Ocean Lane Drive. Each pump has a design capacity of 4,000-gpm. The pump station manifolds into a short forcemain system that discharges into drainage wells 3(w) and 4(e). Pump station HC1 (PS HC1) was installed at the east end of Holiday Colony. Each pump has a design capacity of 5,000-gpm. The pump station manifolds into a short forcemain system that discharges into drainage wells 1(w) and 2(e). These pump stations are included in the model with pump curves that pump at the design rate when turned on, 4,000-gpm per pump at PS OL1 and 5,000-gpm at PS HC1. The on and off elevations for the lead and lag pumps follow the original design elevations. The model calculates friction losses for the forcemains exiting the pump stations using the Hazen Williams equation, their actual lengths, and a C-Value of 120. The horizontal datum referenced is State Plane Feet East North American Datum of 1983 (NAD 83). The vertical datum of the design data is based on the NGVD 29, and the field survey data is based on the NAVD 88. The datum conversion for this region of the state is minus 1.56-feet to adjust NGVD 29 to NAVD 88 according to the United States Department of the Army Corps of Engineers software CorpsCON, see Appendix I. Section 3 #200-15760-10003 3-6 6/27/2011 3.3.1.2 Precipitation A design storm is a one that is equaled or exceeded, on average, once in a prescribed duration of time. Thus, a 10-year storm is equaled or exceeded, on average, once every 10 years. The design storm can also be expressed as a probability of occurring in any one year. Therefore, a 2-year storm has a 50 percent probability of being equaled or exceeded in a given year and a 5-year storm has a 20 percent probability. At the time of the previous SWMMP the level of service standard for most residential roads was a 5-year/24-hour design storm. Since that time the Water Management Districts in the state of Florida have begun to require public infrastructure within the right of way to be sized or designed to safely convey a 10-year/72-hour design storm. Therefore, the results and figures depicted in this SWMMP Update will before the 10-year/72-hour design storm. In the Village a storm of this size yields approximately 9.5-inches of rainfall in 72-hours. FEMA provides additional Community Rating Points for all communities that manage all storms up to and including the 100-year storm. Therefore for this SWMMP Update the design storms modeled are the mean-annual, 5-year, 10-year, 25-year, and 100-year/72-hour storm events as predicted by the SFWMD rainfall hyetograph shown in Appendix J. Table 3.1 summarizes the total depth of rainfall associated with the various design storms. Table 3.1 – Rainfall Depth per Storm Event Storm Event Rainfall (in) Mean Annual 5.0 5-year/72-hour 8.2 10-year/72-hour 9.5 25-year/72-hour 10.9 100-year/72-hour 13.5 Section 3 #200-15760-10003 3-7 6/27/2011 3.3.1.3 Controls The control parameters within InfoSWMM make use of the EPA SWMM 5.0 engine for the Runoff Model, Infiltration Model, and Routing Model while allowing for ponding. Other control methods are utilized through user input rating curves for tidal fluctuation curves, pump curves, and outflow curves. These parameters provide guidance for the software to calculate the predicted flows, velocity, stages, and various other hydraulic data. The surface runoff is estimated using the EPA SWMM Non-linear Reservoir method. This runoff is then applied to the Infiltration model and calculated based on the subcatchment curve number; the curve number was estimated based upon the land use and land cover maps. The remaining runoff, that does not infiltrate into the ground, is applied to the storm sewer network using a Dynamic Wave Routing Model with a four (4) second time step. The Dynamic Wave Routing model solves the continuity and momentum equations in a non-steady flow condition for the conduits and flow continuity equations for the nodes. This routing model takes much longer to calculate but yields the most accurate results. The rating curves are user input controls that allow the model to apply known values from test data or design parameters. The rating curves for the tide are input as the average fluctuation in elevation from the SFWMD tide gauge and the model applies this as a tailwater boundary condition at the discharge locations on Biscayne Bay. The rating curves for the drainage wells control the flow through the outlet by applying the field tested parameters. The pump curves apply the design point flow values to the discharge pipe when the elevation within the wet well reaches the pump start elevation. 3.3.1.4 Calibration Calibration compares the model results to observed results and adjusts the model parameters so that the model closely predicts any observed flood elevations that may be known. However, detailed calibration of storm sewer models involves gathering measurements such as flow rates, water surface elevations, and rainfall. These measurements require a large investment, which entails significant additional effort. Many communities find that the refinements that can be realized through calibration do not justify the investment. This is the approach chosen for this Section 3 #200-15760-10003 3-8 6/27/2011 study. Calibration measurements can always be obtained at a later time if more refined results are ever desired by the Village. For the purposes of this model, Tetra Tech reviewed the results of the existing conditions model to assess if the flood conditions were representative of known flooding problems in the Village. Hence, the existing conditions model was analyzed to determine if flooding in the area of repetitive loss properties is reasonable. The model shows flooding for many of the complaint flooding areas and most of the repetitive loss properties. The repetitive loss properties that do not flood within the model are properties that experienced flooding during known 100-year storm events (e.g. Hurricane Andrew and Hurricane Katrina) and would not be expected to flood during the 10-year design storm chosen for this SWMMP Update. 3.3.2 Existing Conditions Model Results The modeling results illustrate that during major storm events, stormwater within the Village will fill the various shallow storage depressions, typically located on private property, and discharge into the public conveyance system. The water will continue flowing within the roadside swales into the storm sewer. As the water continues to fill the stormwater system, it will reach a point where the runoff enters the drainage wells. As the stage continues to rise in these drainage wells it reaches an elevation that allows the flow to overtop the weirs and discharge into the Biscayne Bay. During the more intense storms, the runoff for the system increases to a point where it overtaxes the conveyance capacity and eventually reaches an overloaded condition and flooding occurs. The conveyance capacity is very limited because the majority of the storm sewer pipes do not have any slope and rely on head pressure to move the water downstream. The model demonstrates that portions of the existing infrastructure lack enough positive head to adequately convey water downstream due to tidal tailwater interaction and insufficient conveyance capacity. 3.3.3 Existing Flooding Areas Defined by Model Flooding problems in the Village of Key Biscayne, can be attributed to several causes, including floodplain encroachment, which accounts for the majority of the water quantity problems, high tailwater conditions caused by tidal fluctuations, and low topography. The level of service is the extent the stormwater system can be expected to adequately convey runoff. After the level of Section 3 #200-15760-10003 3-9 6/27/2011 service has been exceeded, the stormwater system is overloaded and localized flooding can be expected. Figure 3.3 illustrates the model results for a 10-year storm under existing conditions. The extents of flooding appear to be consistent with known flooding events in the Village. Basin 10, located east of Crandon Blvd, is an area of low topography surrounded by higher elevations creating a bowl effect for water to pond. The middle portion of the Village located on the west side of Crandon is also subject to a similar topographic phenomenon. This portion is much larger and encompasses portions of Basins 3, 6B, 7A, 7B, 8, and 9. There are several areas near outfalls to Biscayne Bay that are shown to flood during the design storm. Table 3.2 summarizes the existing conditions models results indicating the relationship between the depth of flooding from the hydraulic grade line (HGL) and duration of flooding. Because of its length, the table appears at the end of Section 3. The depth of flooding indicated in the table is based on the HGL. The hydraulic grade line (HGL) is a graphic representation of the measure of flow energy from Bernoulli’s equation. The line represents the total head available to fluid minus the velocity head and can be expressed as HGL = p / γ + h, where h is the elevation height and γ is the specific weight of water. This line is used as an aid during modeling of an existing storm drainage system by establishing the elevation to which water will rise when the system is operating under design conditions. Figure 3.3 graphically demonstrates the results provided in Table 3.2 with the hydraulic grade line elevations displayed for reference. From Figure 3.3 and Table 3.2, it is evident that the worse areas with the most flooding coincide with the three repetitive loss areas and known complaint areas. The three areas are defined in Figure 3.4. Alternatives for possible flooding solutions for these areas are provided in Section 4. W a t e r b o d y N o . 2 Waterbody No.1 Waterbody No.5 Waterbody No.4 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 432 1 9 9 11 5 4 3 8 9 10 6B 6A 7B 7A 9A 3. 0 2.0 3. 5 4 . 5 5 . 5 6 . 0 7 . 0 1.0 8 . 0 8 . 5 9 . 5 0. 0 1 0 . 5 -0. 5 -1.5 1 2 . 0 -2.5 13 . 0 1. 0 3.5 0 . 0 2.0 7.0 1. 0 6.0 3. 0 3.0 4.5 1.03.0 7 . 0 4. 5 3.0 2.0 -0.5 5.5 0. 0 - 2 . 5 1 . 0 7.0 6.0 3. 0 2. 0 3. 0 8.0 6 . 0 3.0 0. 0 1.0 3. 0 2. 0 4. 5 -1 . 5 4 . 5 3. 0 3.5 3. 5 3. 0 5 . 5 2.0 2.0 4 . 5 3. 5 1.0 4.5 10-YEAR FLOODING PROPERTIES STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 3.3 0 1,200 FeetO Printing Date: 03/17/2011 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF3.3.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP Legend Village of Key Biscayne Municipal Limits Study Area Flooding Complaint Areas SWMMP Update 2010 Basin Hydraulic Grade Line Existing 10-Year Model Results for Flooding Flooding 3.5 Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN AREA #1 AREA #3 AREA #2 REPETITIVE LOSS AREAS STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 2.22 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Repetitive Loss Areas Printing Date: 03/23/2011 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF2.22.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) J‐102 0 ‐9.168 14.82 0 43.5 0 63.12 0 J‐104 0 ‐9.432 0 ‐1.848 0 ‐1.668 26.46 0.84 J‐106 0 ‐7.584 19.8 1.608 46.44 2.916 107.34 3.84 J‐109 0 ‐14.088 0 ‐5.292 0 ‐3.216 29.7 1.044 J‐11 0 ‐20.436 0 ‐7.092 0 ‐1.656 0 ‐1.656 J‐110 0 ‐12.972 0 0 21 1.236 82.02 4.836 J‐113 0 ‐21.132 0 ‐13.068 0 ‐11.952 7.38 1.008 J‐114 0 ‐30.156 0 ‐23.064 0 ‐21 2.28 0.9 J‐116 0 ‐31.98 0 ‐25.788 0 ‐23.832 0 ‐22.176 J‐118 0 ‐31.548 0 ‐25.092 0 ‐23.052 0 ‐21.312 J‐119 0.84 2.856 0.84 2.856 0.84 2.856 0.84 2.856 J‐12 0 ‐20.268 0 ‐6.972 0 ‐1.632 0 ‐1.656 J‐121 0 ‐21.744 0 ‐5.676 0 0 35.34 0.432 J‐126 38.4 12.264 88.62 49.944 107.94 77.772 125.22 109.44 J‐127 14.16 1.284 72.6 25.272 93.54 40.476 110.64 57.132 J‐128 0 ‐0.168 68.64 21.492 90 34.788 107.4 49.236 J‐129 0 ‐18.06 0 0.012 0.12 0.108 15.48 0.6 J‐130 0.42 0.264 12.42 0.852 8.04 1.02 71.28 2.088 J‐131 0.6 0.336 13.56 0.66 8.58 0.552 60.3 0.732 J‐132 1.86 0.444 16.86 0.708 19.92 1.608 97.44 7.356 J‐137 13.92 0.276 33.54 0.432 42.3 2.94 114.18 7.872 J‐139 5.4 0 7.98 0 9.18 0 38.16 0 J‐140 7.02 0.312 15.78 0.348 42.42 4.752 109.2 12.048 J‐147 6 0.48 58.14 7.008 82.68 18.816 148.62 30.852 J‐148 2.82 0.696 55.08 8.844 80.16 20.988 128.1 33.768 J‐149 8.94 0.54 82.02 15.324 104.28 27.468 175.74 40.26 J‐15 0 ‐13.596 1.86 0.084 27.84 6.912 37.92 8.304 J‐152 5.52 0.504 66.06 9.816 88.38 22.26 153.48 35.448 J‐153 6.84 0.66 68.16 8.928 89.1 21.348 160.5 34.572 J‐155 7.08 0.552 72.12 10.116 95.16 22.524 166.68 35.772 J‐156 8.16 0.468 80.4 12.6 102.54 24.972 178.68 38.256 J‐158 2.58 0.516 59.4 11.628 83.52 23.964 138.06 37.26 J‐160 1.26 0.264 52.08 9.828 77.1 21.756 118.02 34.632 J‐161 0.9 0.276 16.32 0.756 10.08 0.552 86.16 2.892 J‐162 0 0.024 3.06 0.456 3 0.54 26.76 0.66 J‐163 1.56 0.312 16.8 0.636 21.9 2.904 103.2 9.18 J‐164 0.36 0.156 17.22 0.732 9.3 0.888 92.94 3.324 J‐165 0.48 0.216 17.58 0.972 9.48 0.912 88.98 1.932 J‐166 0.36 0.072 17.64 0.708 9.42 0.816 95.82 3 J‐167 0.6 0.132 15.06 0.9 8.34 0.9 75.18 0.936 J‐168 0.54 0.312 15.78 0.756 8.22 0.732 76.14 0.864 J‐169 1.44 0.624 23.16 0.756 12.48 0.624 94.32 1.248 J‐170 2.16 0.42 24.72 0.612 15.48 0.54 103.26 0.78 J‐174 5.82 0.624 79.92 18.24 98.52 30.168 174.6 43.044 J‐175 8.7 0.48 86.58 15.264 107.04 27.192 193.86 40.08 Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node Section 3 Tt #200‐15760‐10003 3‐12 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐176 3.18 0.936 52.8 6.012 78.06 15.588 138.42 25.98 J‐179 1.14 0.936 51.3 9.348 76.8 18.192 124.98 27.828 J‐18 0 ‐13.488 5.64 0.288 30.24 7.38 40.08 9.168 J‐180 0 0 0 0 4.86 0.168 40.38 0.36 J‐185 2.64 0.492 64.98 9.36 88.14 16.512 180.42 24.48 J‐188 15.72 1.404 99.12 19.008 114.48 28.944 214.44 39.936 J‐191 39.54 8.88 86.7 24.54 106.32 33.684 175.86 43.764 J‐195 20.52 3.156 76.98 23.808 93.48 36.408 154.2 49.548 J‐198 22.98 3.816 79.26 24.504 95.1 37.092 155.64 50.232 J‐199 12.3 0.888 69.6 19.704 89.28 30.18 144.12 40.632 J‐203 10.32 0.54 68.76 18.576 88.44 28.2 137.4 37.572 J‐204 15.24 1.344 71.94 19.548 90.72 29.352 139.86 38.952 J‐206 0 ‐3.132 54.48 11.58 75.78 17.844 128.34 23.232 J‐208 0 ‐3.9 50.1 10.044 71.4 15.3 111.24 19.668 J‐209 0 ‐1.8 59.34 14.016 77.88 22.224 133.26 30.252 J‐212 0 ‐3.792 54.36 12.204 73.56 20.724 128.46 29.148 J‐213 0.84 0 69.6 16.344 82.32 25.164 141.96 33.972 J‐217 46.62 14.712 88.98 35.436 107.7 48.24 163.14 61.416 J‐218 35.4 9.384 80.52 29.952 99.9 42.552 148.56 55.476 J‐222 48.66 14.688 90.42 33.744 109.14 44.316 166.62 54.864 J‐223 16.14 1.788 67.26 20.82 87.6 31.344 122.88 41.844 J‐225 0 ‐3.408 54.9 13.176 76.8 21.432 122.58 29.22 J‐226 0 ‐4.044 52.92 12.036 74.94 19.716 120.6 26.832 J‐232 0 ‐7.824 37.62 6.252 61.32 11.304 108.48 15.396 J‐233 0 ‐12.468 0 ‐0.12 40.68 1.584 56.82 2.448 J‐235 0 ‐12.864 0 ‐0.96 36 0 51.96 0 J‐238 0 ‐13.44 0 ‐0.564 10.38 0.768 25.86 1.26 J‐24 0 ‐5.184 37.74 9.072 56.46 18.432 79.02 24.456 J‐242 0 ‐10.512 12.18 1.476 37.98 5.004 100.56 6.168 J‐244 0 ‐8.892 19.86 5.556 41.46 12.168 92.34 17.844 J‐247 0 ‐16.956 0 ‐2.712 15.12 3.792 55.8 9.288 J‐248 0 ‐10.548 8.04 0.852 27.9 4.416 62.82 6.264 J‐249 0 ‐11.568 0 0 20.1 2.688 39.12 4.02 J‐25 0 ‐5.616 36 8.592 55.26 17.952 74.52 23.976 J‐253 18.42 3.504 67.2 23.112 83.88 36.816 95.04 51.192 J‐254 14.04 2.208 62.46 21.516 80.16 34.848 92.58 48.792 J‐256 6.84 0.444 57.6 19.68 75.84 32.64 88.98 46.272 J‐259 0 ‐1.236 53.04 16.428 72.54 26.856 86.1 37.584 J‐260 0 ‐16.92 1.86 0.072 38.82 4.608 48.12 10.176 J‐261 0 ‐13.248 10.56 4.236 32.58 4.716 43.74 4.728 J‐262 0 ‐23.796 0.3 0 0.72 0 0.36 0 J‐266 0 ‐14.964 0 ‐0.996 0.54 0.024 10.5 2.004 J‐267 0 ‐16.332 0 ‐2.688 0 ‐0.552 2.58 0.648 J‐268 0 ‐16.272 0 ‐6.744 0 ‐4.896 0 ‐3.06 J‐269 0 ‐16.5 0 ‐6.888 0 ‐4.98 0 ‐3.156 J‐27 0 ‐4.8 40.5 9.684 58.86 18.984 89.52 25.008 J‐271 0.84 1.152 0.84 1.152 0.84 1.152 0.84 1.152 Section 3 Tt #200‐15760‐10003 3‐13 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐275 0 ‐19.356 0 ‐10.176 0 ‐8.268 0 ‐6.456 J‐278 0.12 0.288 0.12 0.288 0.12 0.288 0.12 0.288 J‐280 0 0.048 0 0.048 0 0.048 0 0.048 J‐281 0 ‐16.2 0 ‐8.424 0 ‐6.276 0 ‐4.488 J‐282 0 ‐18.516 0 ‐10.032 0 ‐7.716 0 ‐5.724 J‐283 0 ‐18.192 0 ‐9.672 0 ‐7.62 0 ‐5.76 J‐284 0 ‐17.484 0 ‐8.94 0 ‐7.008 0 ‐5.184 J‐285 0 ‐17.04 0 ‐7.908 0 ‐6.06 0.3 0.204 J‐286 0 ‐13.212 0 ‐3.264 0 ‐1.56 16.62 0.528 J‐288 0 ‐31.02 0 ‐22.284 0 ‐20.064 0 ‐18.06 J‐290 0 ‐8.688 31.2 8.952 51.78 18.552 94.08 29.604 J‐293 0 ‐11.052 23.28 3.996 44.46 10.992 71.1 18.96 J‐295 0 ‐12.708 15.66 1.896 38.46 8.448 62.7 15.876 J‐296 0 ‐9.768 25.62 4.32 46.44 10.26 74.94 16.992 J‐297 0 ‐9.264 16.86 1.728 40.62 4.104 63.42 6.936 J‐30 0 ‐4.776 39.18 8.292 57.96 16.536 89.04 21.876 J‐300 0 ‐9.744 9.96 0.876 32.58 2.82 53.4 5.16 J‐301 0 ‐10.584 0 ‐0.12 21.9 1.716 44.7 3.996 J‐304 0 ‐8.748 19.26 1.788 41.52 3.3 72.18 5.376 J‐305 0 ‐8.88 21.12 1.788 42.42 3.036 70.92 4.92 J‐31 0 ‐3.72 41.7 8.724 60.06 16.392 91.56 21.42 J‐310 0 ‐9.864 10.98 0.396 32.16 1.116 65.16 2.916 J‐312 0 ‐9.756 15.84 0 37.32 0 51.12 0 J‐314 0 ‐9 22.08 1.704 43.2 2.46 83.52 3.492 J‐317 0 ‐2.94 41.64 11.52 59.16 18.456 106.14 26.004 J‐321 0 ‐2.82 42.42 11.892 60.06 19.38 108.72 27.516 J‐323 2.46 0.108 48.66 15.528 65.22 23.712 114.66 32.604 J‐324 0 ‐0.708 46.62 15.288 63.9 24.36 114.42 34.224 J‐327 0 ‐4.464 40.38 9.828 58.44 19.272 81.66 25.38 J‐328 0 ‐3.78 43.68 11.388 60.54 21.228 92.22 27.78 J‐33 0 ‐14.028 0 ‐60‐1.98 13.08 0 J‐333 41.4 9.756 88.32 24 107.58 31.92 178.8 40.644 J‐334 27.96 4.728 79.32 13.392 99.54 16.296 169.26 19.632 J‐335 25.62 4.032 77.46 16.344 97.14 22.344 164.76 29.244 J‐341 38.52 9.732 92.22 31.008 106.8 44.724 175.74 60.576 J‐342 43.14 12.06 93.6 38.256 114 55.2 186.9 71.952 J‐343 39.72 10.716 90.72 37.32 111.3 54.612 187.86 71.832 J‐348 40.32 9.948 90.84 31.116 111.18 44.1 188.7 56.88 J‐351 38.76 9.084 88.8 31.356 110.82 45.36 188.52 59.604 J‐354 49.74 16.524 99.12 48.036 118.8 69.612 194.34 92.544 J‐355 47.22 15.084 96.84 45.816 117.12 66.72 190.08 88.752 J‐359 44.22 13.176 94.26 41.472 114.66 60.216 195.18 79.38 J‐36 0 ‐6.012 22.98 1.812 44.7 5.76 58.08 7.932 J‐362 0 ‐1.056 72.78 23.46 94.74 39.156 160.26 53.328 J‐363 0 ‐1.908 70.8 21.684 93 36.852 158.22 49.92 J‐364 0 ‐3.852 66.12 18.732 88.86 33.096 152.7 44.724 J‐367 17.82 1.524 76.92 22.272 97.92 34.332 159.36 44.868 Section 3 Tt #200‐15760‐10003 3‐14 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐368 16.62 1.38 76.5 22.164 97.56 34.212 152.52 44.688 J‐369 0 ‐7.848 51.54 10.32 75.3 19.8 133.68 24.888 J‐374 0 ‐7.524 53.94 11.988 77.94 23.436 134.52 30.372 J‐375 0 ‐9.06 45.72 8.28 70.2 17.028 127.08 20.64 J‐380 0 ‐7.56 50.88 10.5 75.36 21.252 130.86 27.204 J‐381 0 ‐10.356 42.06 7.14 67.08 16.488 123.12 20.364 J‐384 0 ‐10.752 35.64 5.436 61.08 13.248 116.46 15.204 J‐385 0 ‐21.516 0 ‐5.796 19.44 0 55.32 0 J‐388 0 ‐13.968 0.78 0.012 40.32 6.3 99.72 7.224 J‐389 0 ‐14.952 0 0 37.68 5.172 102.18 6.084 J‐393 0 ‐14.244 0.06 0 38.16 5.34 102.36 6.324 J‐396 0 ‐13.332 0 0 36.3 4.764 99.48 6.372 J‐399 0 ‐16.776 0 ‐7.404 0 ‐5.196 36.24 0.792 J‐40 21.6 3.216 66.66 10.404 89.34 16.392 138.18 23.52 J‐402 0.78 0.516 27.24 7.884 54.12 19.056 117.6 28.584 J‐405 0.72 0.828 8.28 0.828 39.3 8.712 101.94 13.332 J‐407 0.12 0.312 0.12 0.312 31.8 4.644 86.52 5.88 J‐409 0 ‐16.344 0 ‐1.968 29.34 3.612 65.52 3.996 J‐410 0 ‐20.148 0 ‐5.88 0 ‐0.48 4.14 0.264 J‐412 0 ‐19.404 0 ‐5.316 13.08 0 29.7 0 J‐414 0 ‐9.54 25.02 5.616 50.58 12.084 103.02 14.364 J‐415 0 ‐15.456 7.08 0.468 37.68 7.428 92.46 10.776 J‐416 0 ‐18.216 0 ‐3.228 24.42 3.084 59.34 5.028 J‐417 0 ‐22.86 0 ‐9.18 0 ‐3.204 35.82 2.184 J‐42 112.08 28.32 174.6 46.092 211.38 57.252 287.16 69.096 J‐421 0 ‐14.616 17.4 3.036 45 12.42 111.3 19.164 J‐422 0 ‐15.876 16.5 2.784 44.64 12.936 110.7 20.88 J‐423 0 ‐23.736 0 ‐11.088 0 ‐5.424 36.48 2.064 J‐424 0 ‐15.504 0.18 0 34.98 7.2 102.6 12.648 J‐427 0 ‐14.928 10.62 1.092 38.58 8.784 107.7 15.024 J‐430 0 ‐16.752 14.4 2.292 40.98 11.844 110.1 21.492 J‐431 0.3 0.096 56.4 12.792 85.32 25.428 142.44 40.164 J‐432 0.6 0.18 62.94 15.048 90.36 27.516 173.64 42.06 J‐433 0 ‐6.432 50.64 8.484 80.64 19.056 164.1 31.5 J‐434 0 ‐7.692 43.92 6.312 75.54 16.776 155.1 29.076 J‐435 0 0.048 28.44 2.412 65.16 12.456 147 24.3 J‐436 0 ‐4.944 45.66 6.576 76.56 16.2 154.68 27.588 J‐437 0 ‐0.768 57.84 11.016 86.52 20.544 177.54 31.836 J‐438 0.12 0.012 18.3 0.912 58.14 8.544 149.58 17.952 J‐439 0.12 0 0 0 49.38 6.096 126.36 15.444 J‐440 0 ‐28.368 0 ‐28.728 0 ‐28.704 0.06 0.108 J‐441 0 ‐37.788 0 ‐39.384 0 ‐39.372 0.54 0.204 J‐444 0 8.808 0 16.968 0 20.556 0 22.824 J‐445 0 ‐25.656 0 ‐16.584 0 ‐12.612 28.44 2.016 J‐448 0 ‐23.184 0 ‐22.788 0 ‐20.964 0 ‐15.54 J‐450 0 ‐21.108 0 ‐9.3 0 ‐4.044 47.4 2.832 J‐454 0 ‐23.052 0 ‐21.528 0 ‐19.116 0 ‐5.112 Section 3 Tt #200‐15760‐10003 3‐15 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐455 0 ‐15.924 0 ‐13.068 0 ‐9.648 0.18 0.144 J‐457 0 ‐24.768 0 ‐21.096 0 ‐18.564 0 ‐4.536 J‐459 0 ‐34.404 0 ‐30.552 0 ‐27.696 0 ‐14.076 J‐460 0 ‐17.004 0 ‐11.652 0 ‐9.192 2.04 1.248 J‐463 0 ‐19.656 0 ‐14.196 0 ‐11.16 1.26 0.408 J‐466 0 ‐31.488 0 ‐25.164 0 ‐21.984 0 ‐7.152 J‐468 0 ‐29.52 0 ‐23.532 0 ‐20.364 0.48 1.764 J‐47 0 ‐9.108 0 ‐11.712 0 ‐13.704 51.18 2.256 J‐470 0 ‐22.392 0 ‐12.024 0 ‐17.16 0 ‐7.248 J‐471 0 ‐36.684 0 ‐18.168 0 ‐24.936 0 ‐16.164 J‐473 0 ‐17.34 0 ‐4.656 0 ‐9.252 0 ‐1.536 J‐474 0 ‐24.312 0 ‐7.896 0 ‐13.56 0 ‐8.088 J‐478 0 ‐16.008 0.06 0.024 0 ‐5.292 2.34 1.644 J‐479 0 ‐13.416 0.18 0.084 0 ‐3.084 11.52 4.464 J‐480 0 ‐19.524 0 ‐2.976 0 ‐7.656 0.9 0.12 J‐481 0 ‐21.372 0 ‐1.824 0 0.024 33.96 3.852 J‐482 0 ‐20.736 0 ‐3.456 0 0.012 44.04 6.108 J‐484 0 ‐18.036 0 ‐0.264 0 ‐0.288 51.12 8.964 J‐485 0 ‐18.444 0 ‐1.104 0 ‐0.408 50.94 8.82 J‐486 0 ‐15.6 0.18 0.108 28.98 2.952 60.84 12.216 J‐487 0 ‐19.284 0 ‐2.772 0 ‐0.132 54.42 9.204 J‐489 0 ‐10.896 0 ‐2.412 30.24 2.916 65.82 12.312 J‐491 0 ‐7.092 0 ‐0.42 44.22 7.128 76.08 16.536 J‐492 0 ‐7.068 0 ‐5.82 29.64 2.292 82.74 11.676 J‐493 0.06 0.048 0 ‐3.588 41.1 4.536 90.3 13.908 J‐495 0.06 0.072 0 ‐8.496 0 ‐0.84 68.58 8.58 J‐497 0.48 0.372 38.88 8.352 70.92 17.34 117 26.952 J‐498 0.48 0.192 23.88 2.784 60.18 12.108 126.12 22.152 J‐499 0.18 0.072 0.18 0.024 49.44 7.608 93.48 17.496 J‐50 ‐20.436 0 ‐5.412 3.66 0.324 0.9 0.108 J‐50 0 ‐13.8 0 ‐18.84 0 ‐20.292 35.64 2.724 J‐500 0.06 0.288 22.56 2.712 59.04 11.844 99.78 21.648 J‐505 0.24 0.156 40.62 8.508 73.2 17.64 113.88 27.444 J‐508 0.18 0.24 0.12 0.18 47.88 6.9 87.54 16.692 J‐51 0 ‐17.592 0 ‐18.864 0 ‐19.296 47.64 2.376 J‐512 0.3 0.396 31.2 5.808 65.1 14.868 107.28 24.576 J‐518 0.36 0.324 25.2 3.552 61.08 12.564 103.56 22.224 J‐53 104.82 22.68 183.18 61.272 224.46 86.004 307.74 111.228 J‐534 0 ‐11.88 0 ‐10.86 0 ‐9.564 13.32 7.8 J‐537 0 ‐24.768 0 ‐23.1 0 ‐20.808 0.06 0.012 J‐539 0 ‐25.848 0 ‐23.268 0 ‐20.268 0.48 0.984 J‐54 127.86 28.104 202.44 66.696 242.76 91.428 405.42 116.652 J‐541 0 ‐24.744 0 ‐17.316 0 ‐14.004 1.92 3.024 J‐544 0.06 0.012 0 ‐3.372 0 ‐5.532 49.02 1.74 J‐548 0 ‐26.82 0 ‐27.984 0 ‐26.136 0.06 0.192 J‐550 0 ‐28.584 0 ‐29.856 0 ‐29.916 0 ‐27.636 J‐553 0 ‐30.84 0 ‐21.528 0 ‐31.404 0 ‐21.108 Section 3 Tt #200‐15760‐10003 3‐16 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐554 0 ‐38.508 0 ‐29.112 0 ‐38.868 0 ‐37.02 J‐555 0 ‐39 0 ‐36.552 0 ‐39.276 0 ‐36.576 J‐557 0 ‐25.944 0 ‐24.672 0 ‐25.932 0 ‐24.78 J‐558 0 ‐26.124 0 ‐25.068 0 ‐26.184 0 ‐25.164 J‐559 0 ‐26.508 0 ‐6.228 0 ‐26.436 0 ‐24.048 J‐560 0 ‐25.272 0 0.012 0 ‐25.284 0 ‐23.172 J‐561 0 ‐9.744 0 ‐9.744 0 ‐9.744 0 ‐9.744 J‐563 0 ‐13.848 13.86 1.872 34.32 10.368 33.3 9.576 J‐565 0 ‐17.232 0 ‐2.1 23.52 4.152 5.52 4.248 J‐566 0 ‐21.78 0 ‐3.168 12.96 0 0.36 0 J‐567 0 ‐30.252 0 0 0 ‐3.408 0 ‐1.812 J‐568 0 ‐21.792 0 0.012 0.78 0.144 0.96 0.792 J‐569 0 ‐21.96 0 ‐5.22 0.06 0.972 0.24 2.508 J‐570 0 ‐8.004 32.94 10.716 51.54 21.12 60.06 22.896 J‐571 0 ‐15.9 23.4 8.736 45.54 24.732 55.74 30.528 J‐572 0 ‐17.892 0 ‐16.344 0 ‐16.152 0 ‐15.924 J‐575 0 ‐40.752 0 ‐40.74 0 ‐40.74 0 ‐40.74 J‐576 0 ‐30.096 0 ‐29.808 0 ‐29.916 0 ‐28.128 J‐577 0 ‐29.628 0 ‐29.616 0 ‐29.592 0 ‐29.568 J‐578 0.06 0.108 0.06 0.108 0.06 0.108 0.06 0.108 J‐58 140.4 29.568 209.04 67.116 246.3 91.236 484.74 115.68 J‐581 0 ‐10.764 0 ‐10.764 0 ‐10.764 0 ‐10.764 J‐585 30.66 0.672 38.04 1.128 25.44 7.944 106.08 24.504 J‐588 6.24 0.708 12.96 1.296 0.78 0.096 71.58 1.26 J‐59 124.74 25.224 200.34 61.224 241.32 84.348 403.68 107.604 J‐591 0.66 0.372 0.6 0 0.18 0 0.6 0.18 J‐596 3.72 0.792 9.3 0.768 0.18 0.024 73.2 0.84 J‐598 0.24 0.072 10.74 2.064 31.38 13.044 112.2 26.136 J‐60 ‐20.256 0 ‐5.784 2.82 0.264 0.78 0.276 J‐60 124.86 24.984 200.34 60.756 241.26 83.796 389.64 106.908 J‐601 0.06 0.06 0.24 0.06 17.1 3.972 100.92 13.836 J‐602 0.12 0 0 ‐0.396 0.06 0 74.04 2.736 J‐603 0 ‐26.484 0 ‐29.16 0 ‐27.048 0 ‐5.712 J‐604 0 ‐15.156 0 ‐16.944 0 ‐16.908 13.38 0.384 J‐606 0.18 0.252 0 0 0.06 0.072 38.94 1.236 J‐607 0.12 0.168 0 0.06 0.06 0.252 39.66 1.152 J‐609 0.06 0.192 0 ‐5.148 0 ‐2.244 55.44 1.932 J‐61 118.02 23.928 195.18 59.64 237 82.644 354.9 105.708 J‐611 0 ‐9.084 22.44 6.684 50.34 20.868 129.72 38.88 J‐613 0 ‐8.88 0.24 0.024 33.66 9.096 115.74 22.44 J‐615 0 ‐10.872 0.06 0 26.16 5.712 108.36 17.844 J‐618 58.44 10.764 122.28 23.256 153.36 30.78 216.72 38.784 J‐623 20.94 2.712 72 6.408 95.22 8.784 138.36 11.496 J‐624 0.06 0.024 53.7 1.764 78.72 3.816 111.3 6.204 J‐626 7.02 0 55.74 0 76.14 0 96.36 0 J‐629 10.68 0.48 57.42 2.28 77.7 3.804 100.32 5.616 J‐63 0 ‐3.108 60.84 5.556 82.62 8.616 100.56 11.916 Section 3 Tt #200‐15760‐10003 3‐17 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐632 23.52 3.744 68.64 9.264 91.26 13.848 140.34 19.284 J‐633 9.06 0.972 48.18 2.7 63 2.988 84.6 3.492 J‐637 19.8 3.9 61.92 5.808 79.98 6.552 116.1 7.5 J‐64 0 ‐2.472 63.3 7.392 85.08 11.436 103.98 15.6 J‐640 12.12 1.776 50.94 5.352 65.76 7.992 103.02 10.8 J‐647 0 ‐11.304 0 ‐4.728 0 ‐1.368 31.08 1.272 J‐650 0.06 0 36.24 0 52.62 0 63.06 0 J‐653 1.86 0.156 52.02 6.348 62.94 10.812 105.3 16.212 J‐654 6.78 0.264 55.56 9.096 65.4 14.868 105.3 21.768 J‐657 0.6 0.204 21.6 1.608 32.82 4.488 62.4 7.944 J‐659 0.12 0.036 0.3 0.204 4.26 0.12 21.6 0.228 J‐663 2.46 1.032 12.06 0.924 39 3.108 46.26 2.88 J‐665 1.2 1.452 10.8 0.948 32.16 4.476 48.54 4.104 J‐666 0 ‐10.032 0 ‐0.204 26.64 3.996 20.76 3.48 J‐67 19.56 2.316 76.68 22.536 97.74 34.656 162.36 46.188 J‐670 0 ‐7.296 18.12 2.784 36.78 7.056 44.34 6.42 J‐672 0.48 1.548 0.48 1.548 0.66 1.548 0.42 1.548 J‐673 0.3 1.116 17.16 2.4 36 6.216 40.68 5.736 J‐678 0 ‐7.38 20.88 4.344 42.3 8.784 60.66 8.556 J‐682 0.54 0.216 0.42 0.216 0.42 0.216 0.66 0.216 J‐684 0.36 0.396 0.24 0.396 0.24 0.396 0.42 0.396 J‐686 0.06 0.048 0.06 0.048 0.06 0.048 0.06 0.048 J‐687 0.06 0.096 0.06 0.096 0.06 0.096 0.06 0.096 J‐691 0.18 3.012 0.18 3.012 0.18 3.012 0.18 3.012 J‐692 0 ‐10.536 0 ‐10.536 0 ‐10.536 0 ‐10.536 J‐693 0 ‐24.06 0 ‐24.06 0 ‐24.06 0 ‐24.06 J‐697 0 ‐25.56 0 ‐25.128 0 ‐25.32 0 ‐25.332 J‐70 ‐12.408 11.4 1.824 32.4 8.22 24.36 8.22 J‐700 14.04 0.3 20.58 0.42 6.84 0.276 10.38 0.48 J‐701 0 ‐19.356 0 ‐19.356 0 ‐19.356 0 ‐15.228 J‐702 0 ‐23.064 0 ‐23.064 0 ‐23.064 0 ‐23.064 J‐705 0.12 0.084 0.12 0.084 0.12 0.084 0.12 0.084 J‐707 0.18 0.504 0.36 0.504 0.18 0.504 0.54 0.504 J‐710 0.48 0.396 0.84 0.396 0.48 0.396 1.02 0.396 J‐712 0 ‐18.564 19.62 4.5 41.46 17.556 56.1 34.08 J‐714 0 ‐19.332 17.82 2.832 38.04 15.408 53.82 31.356 J‐719 0 ‐23.964 6.12 0.732 22.26 3.204 40.62 15.744 J‐72 0 ‐5.148 49.98 0 71.1 0 88.02 0 J‐721 0 ‐31.236 0.42 0 0.48 0 0.54 0 J‐725 0 ‐31.416 0 ‐9.768 0 ‐7.776 0 ‐5.736 J‐728 0 ‐31.452 0 ‐15.024 0 ‐9.72 0 ‐7.548 J‐73 0 ‐4.476 52.98 1.584 73.98 2.436 91.32 3.372 J‐734 0 ‐31.764 0 ‐20.904 0 ‐16.176 0 ‐8.292 J‐735 0 ‐28.428 0 ‐18.264 0 ‐13.08 0 ‐5.328 J‐736 0 ‐32.088 0 ‐21.912 0 ‐16.86 0 ‐9.168 J‐737 0 ‐31.968 0 ‐21.684 0 ‐16.788 0 ‐9.156 J‐74 0 ‐5.1 37.5 0.936 57.48 2.196 77.22 3.144 Section 3 Tt #200‐15760‐10003 3‐18 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐740 70.2 8.22 153.48 37.188 193.74 55.86 327.42 73.524 J‐741 0.06 0 81.3 19.284 123.6 32.928 240.96 46.2 J‐744 9.54 1.956 66.48 18.756 96.72 27.996 200.64 37.812 J‐745 9.72 2.04 66.96 18.876 97.44 28.104 197.28 37.908 J‐748 0.06 0.144 58.44 15.108 88.62 24.3 176.7 34.056 J‐749 0.12 0.06 56.04 14.292 86.64 23.448 175.08 33.168 J‐750 0 0.036 22.98 2.712 61.08 11.844 132.72 21.54 J‐751 0.12 0.012 55.26 13.608 86.16 22.824 198.72 32.58 J‐752 0.54 0.012 65.46 17.112 95.16 26.52 213.18 36.444 J‐753 0.66 0.024 63.96 16.932 93.78 26.364 197.04 36.336 J‐754 9.54 0.324 67.02 18.024 96.54 27.492 235.62 37.5 J‐755 3.48 0.6 7.92 1.38 0.36 0.072 55.92 2.016 J‐757 2.04 0.276 2.64 0.168 0.42 0.072 66.18 3.264 J‐760 92.4 18.588 157.02 36.084 188.52 47.004 239.28 58.584 J‐761 0 ‐17.388 0 ‐8.076 0 ‐4.5 22.98 1.068 J‐763 0 ‐29.628 0 ‐29.1 0 ‐27.852 0 ‐22.86 J‐764 0 ‐13.104 12.18 2.388 32.58 8.352 22.38 8.232 J‐766 0 ‐42.864 0 ‐36.576 0 ‐31.908 0 ‐26.988 J‐768 0 ‐43.152 0 ‐37.32 0 ‐32.988 0 ‐28.524 J‐769 0 ‐43.392 0 ‐37.956 0 ‐34.032 0 ‐29.928 J‐77 31.98 6.432 81.84 18.372 101.76 24.276 165 30.804 J‐771 0 ‐43.836 0 ‐39.204 0 ‐36.06 0 ‐32.892 J‐772 0 ‐44.028 0 ‐39.54 0 ‐36.516 0 ‐33.516 J‐774 0 ‐43.836 0 ‐39.264 0 ‐36.168 0 ‐32.916 J‐776 0 ‐43.788 0 ‐39.12 0 ‐35.94 0 ‐32.58 J‐778 0 ‐43.908 0 ‐39.444 0 ‐36.444 0 ‐33.432 J‐780 0 ‐44.088 0 ‐39.708 0 ‐36.792 0 ‐33.9 J‐782 0 ‐43.656 0 ‐38.676 0 ‐35.28 0 ‐31.764 J‐784 0 ‐43.404 0 ‐37.956 0 ‐34.164 0 ‐30.192 J‐786 0 ‐43.608 0 ‐38.508 0 ‐34.992 0 ‐31.188 J‐788 0 ‐43.872 0 ‐39.252 0 ‐36.108 0 ‐32.7 J‐790 0 ‐44.1 0 ‐39.876 0 ‐37.02 0 ‐34.044 J‐792 0 ‐44.484 0 ‐40.656 0 ‐38.112 0 ‐35.616 J‐793 0 ‐44.256 0 ‐40.26 0 ‐37.572 0 ‐34.908 J‐795 0 ‐44.208 0 ‐40.152 0 ‐37.428 0 ‐34.692 J‐799 0 ‐23.064 0 ‐5.484 0 ‐5.352 35.16 4.272 J‐80 0 ‐0.312 64.86 12.54 85.32 19.236 132 26.64 J‐800 0 ‐14.088 0 0.012 34.38 5.052 64.62 15.648 J‐802 0 ‐12.744 0.06 0.012 39.48 6.564 69.66 17.208 J‐806 0 ‐13.8 0 ‐0.828 37.86 6.252 67.08 16.848 J‐809 0 ‐15.024 0 ‐2.424 35.88 5.64 65.22 16.248 J‐810 0 ‐11.7 0.6 0.036 44.82 8.964 73.38 19.632 J‐813 0 ‐11.412 6.66 0.3 45.84 9.828 74.28 20.904 J‐816 0 ‐9.276 17.88 2.856 51.96 12.672 80.7 24.12 J‐819 0 ‐9.456 15.78 2.544 49.98 12.816 80.46 24.804 J‐82 0.96 0.828 45.42 6.468 71.7 15.06 120.18 24.444 J‐822 0 ‐7.272 23.64 4.752 57.9 15.252 87.9 27.504 Section 3 Tt #200‐15760‐10003 3‐19 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐826 0 ‐4.944 26.4 5.832 59.52 15.876 114.36 27.696 J‐829 0 ‐8.004 16.08 2.676 50.16 12.552 103.26 24.204 J‐83 0.78 0.9 43.56 6.396 70.26 14.964 109.32 24.312 J‐831 0 ‐8.976 13.56 1.752 49.08 11.34 91.8 22.644 J‐836 0 ‐10.908 1.86 0 45.72 9.348 88.26 20.424 J‐838 0 ‐6.72 23.04 5.496 56.7 16.224 84.12 28.704 J‐84 0.78 0.228 44.46 6.624 70.98 15.336 113.82 24.84 J‐841 0 ‐5.496 28.68 6.912 61.2 17.424 85.32 29.652 J‐844 0 ‐5.364 30.6 7.272 60.54 17.34 84.84 29.064 J‐848 0 ‐12.3 4.5 0.108 45.24 9.912 73.44 21.3 J‐850 0 ‐20.736 0 ‐7.98 10.26 0.432 52.74 11.208 J‐851 0 ‐17.28 0 ‐4.116 29.7 3.888 60.72 14.616 J‐856 0 ‐23.136 0 ‐16.236 0 ‐7.884 0 2.916 J‐860 0 ‐10.308 6.3 0.204 45.78 9.432 74.82 20.292 J‐863 0 ‐8.22 11.82 0.804 48.54 10.056 77.7 21 J‐865 0 ‐12.804 0 0 35.7 5.496 65.76 16.572 J‐868 0 ‐5.988 1.32 0.144 44.52 7.704 74.52 18.948 J‐87 1.44 0.48 52.62 6.732 76.68 12.204 150.06 18.24 J‐870 0 ‐4.824 0.9 0.06 41.04 6.756 71.64 18.144 J‐879 0 ‐124.836 0 ‐111.768 0 ‐89.784 0 ‐6.564 J‐88 0.84 0.552 50.28 6.624 74.64 12.048 140.88 18.036 J‐880 0 ‐89.208 0 ‐85.86 0 ‐82.416 0 ‐23.028 J‐881 0 ‐87.36 0 ‐83.904 0 ‐80.4 0 ‐23.592 J‐882 0 ‐54.648 0 ‐50.832 0 ‐47.064 6.78 6.372 J‐883 0 ‐54.6 0 ‐50.664 0 ‐46.716 7.02 7.02 J‐884 0 ‐54.588 0 ‐50.592 0 ‐46.56 3.24 13.176 J‐888 94.26 19.332 158.94 37.296 190.26 48.6 236.46 60.6 J‐889 93.66 19.212 158.4 37.86 190.02 49.764 253.98 62.4 J‐891 86.76 17.46 152.52 37.248 183.96 50.268 237.6 64.092 J‐892 92.46 19.08 157.56 38.88 188.94 51.9 245.28 65.724 J‐894 100.74 23.256 165.3 43.056 196.74 56.088 258.84 69.948 J‐896 106.56 24.876 170.64 44.676 205.92 57.732 273.42 71.592 J‐899 60.36 9.12 129.48 29.628 161.46 43.308 225.3 57.864 J‐902 1.2 0.144 52.92 12.9 83.7 21.936 196.5 31.572 J‐903 0.06 0.084 21 2.352 60 11.364 121.26 20.988 J‐905 0 ‐63.684 0 ‐63.684 0 ‐63.684 0 ‐63.684 J‐910 0.24 0.948 0.24 0.948 0.24 0.948 0.24 0.948 J‐912 0.36 0.528 0.36 0.528 0.36 0.528 0.36 0.528 J‐917 0 ‐21.348 0 ‐21.348 0 ‐21.348 0 ‐21.348 J‐918 0.24 1.944 0.24 1.944 0.24 1.944 0.24 1.944 J‐920 0 0 0 0 0 0 0 0 J‐930 0 ‐62.7 0 ‐62.7 0 ‐62.7 0 ‐62.7 J‐933 0 ‐65.52 0 ‐65.52 0 ‐65.52 0 ‐65.52 J‐934 94.92 19.428 159.96 39.24 192 52.308 257.64 66.18 J‐951 0 ‐4.248 0 ‐4.248 0 ‐4.248 0 ‐4.248 J‐953 0.06 0.288 0.06 0.288 0.06 0.288 0.06 0.288 J‐954 0 ‐31.224 0 ‐30.564 0 ‐31.224 0 ‐26.688 Section 3 Tt #200‐15760‐10003 3‐20 6/27/2011 TABLE 3.2 - Existing Conditions Model Results Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Flooding Duration (Mins.) Depth of Flooding from HGL (inches) Storm Depth from HGL and Duration of Flooding Mean Annual 5‐year, 24‐hour 10‐Year, 72‐hour 25‐Year, 72 hour Node J‐958 0 ‐31.02 0 ‐24.576 0 ‐21.384 0.06 0.084 J‐96 0.84 0.66 5.94 0.756 22.68 0.684 93.06 4.776 J‐963 66.48 16.68 114.36 29.688 137.28 34.44 187.74 34.38 J‐99 0 ‐2.688 0 ‐0.36 0.12 0.084 11.88 0.804 JCT‐12 0 ‐78 0 ‐78 0 ‐78 0 ‐78 JCT‐14 0 ‐72 0 ‐72 0 ‐72 0 ‐72 JCT‐16 0 ‐78 0 ‐78 0 ‐78 0 ‐78 JCT‐18 0 ‐78 0 ‐78 0 ‐78 0 ‐78 JCT‐20 0 ‐66 0 ‐66 0 ‐66 0 ‐66 JCT‐22 0 ‐66 0 ‐66 0 ‐66 0 ‐66 JCT‐24 0 ‐17.184 0 ‐16.248 0 ‐15.18 2.52 7.2 JCT‐26 0 ‐16.992 0 ‐17.148 0 ‐17.124 0 ‐16.956 JCT‐28 0 ‐29.556 0 ‐28.392 0 ‐27.78 0 ‐21.492 JCT‐30 118.32 19.716 192.48 29.544 210.6 33.528 356.1 33.096 JCT‐32 0 ‐8.268 0 ‐8.184 0 ‐9.42 0 ‐2.328 JCT‐36 0.36 120 0 120 0.66 120 0.06 120 Section 3 Tt #200‐15760‐10003 3‐21 6/27/2011 STORMWATER MASTER PLAN UPDATE Section 4 June 2011 SECTION 4 Alternatives Identification and Evaluation Section 4 #200-15760-10003 4-1 6/27/2011 SECTION 4 ALTERNATIVE ANALYSIS 4.1 Introduction Due to the majority of the Village being located within the 100-year flood plain, and considering the infrastructure (roads and drainage systems) were not elevated above the flood plain, there are several areas at risk to flooding caused by a 10-year design storm event. The alternatives in this SWMMP Update seek to address the top three problem areas in the Village. In order to determine which areas are most prone to flooding during the design storm event, properties with historical flood claims for a 10-year storm or less were analyzed and compared with flooded areas within the model. Alternatives will first be identified and the three most feasible alternatives will be carried forward for analysis of the three (3) problem areas defined in Section 3, Figure 3.4, to alleviate flooding during the 10-year design storm event. The following sections summarize the possible alternatives and the analysis for the identified problem areas, but will not address all of the flooding within the Village at this time. Each problem area was analyzed by selecting the best alternative from a comparison of three, based on overall cost effectiveness. 4.2 Alternatives Identification Numerous alternatives were identified to increase the LOS for the Village of Key Biscayne. The three alternatives which have the greatest likelihood to improve conveyance, protect existing structural features, and reduce the area and extent of inundation during a storm will be carried forward. Alternatives which were identified for consideration were: Retention/detention ponds Stormwater pumping stations Additional surface water discharges Increasing pipe sizes to increase flow capacity Exfiltration trenches Drainage wells Check valve/flap gates at existing outfalls Section 4 #200-15760-10003 4-2 6/27/2011 Retention/detention ponds allow the storage and/or the attenuation of stormwater runoff. While this is a common component of many stormwater systems in South Florida, the lack of currently available land and the high price of already-developed land in the Village make the implementation of this alternative very difficult. This alternative is therefore eliminated for further consideration. Stormwater pumping stations are common to low-lying areas of South Florida similar to the Village. Currently, the Village owns and operates two pump stations, which discharge to injection drainage wells. The lack of available land to site a future pump station, along with the increased complexity of operating and maintaining an additional pump station therefore eliminate this alternative for further consideration. The Village is generally surrounded by Biscayne Bay. Currently, the Village’s stormwater system discharges to Biscayne Bay via 17 surface water outfalls. Normally, the availability of surface water for discharges of stormwater would be a feasible alternative. However, the regulatory requirements for constructing a new outfall, along with the regulatory requirements associated with the water quality of Biscayne Bay make the addition of any surface water outfalls less desirable. Therefore, this alternative is eliminated from further consideration. Increasing pipe sizes of a stormwater conveyance system typically allows water to flow to the outfalls at a faster rate. However this is not the case for Village of Key Biscayne. Because the conveyance system is primarily flat with very little slope, the conveyance of stormwater through the outfall is more greatly influenced by the available head pressure rather than the slope and size of the system. Head pressure is the difference in water surface elevations between the stormwater flooding at street level and the water surface elevations at the outfall. Because of the likelihood of limited improvements due to this alternative, it has been eliminated from further consideration. Exfiltration trenches are commonly used throughout South Florida because of the very porous nature of the limestone underlying much of the area. The existing stormwater system within the Village currently contains exfiltration trenches. Exfiltration trenches can be constructed within the public right of way and do not require dedicated land areas. For these reasons, exfiltration trenches will be considered for further evaluation. Section 4 #200-15760-10003 4-3 6/27/2011 The existing stormwater system within the Village currently contains 28 rehabilitated drainage wells. The existing drainage wells within the Village have historically performed extremely well. Installation of additional drainage wells within the problem areas would provide additional disposal for stormwater runoff that backs up onto roadways and private property. For these reasons, drainage wells will be considered for further evaluation. Reducing the tidal influence on the surface water outfalls through the installation of check valves at the outfalls allows for the existing stormwater system to convey stormwater which backflows into the system from Biscayne Bay rather than store water,. Flap gates work by closing when the water elevation downstream is higher than the elevation upstream. The minimum downstream increase in depth above the upstream depth required to trigger closing the gate varies depending on the type of gate or valve used. The installation of these gates on the Village’s outfalls could reduce the impact of high tide conditions for those periodic events that coincide with an inland storm event. The gates could help prevent the inflow of seawater into the conveyance system, thereby allowing stormwater runoff on the island to enter the stormsewer system instead of ponding on private property and public right of ways. The results from the model indicate that all ponding is not eliminated; however, the depth and duration of ponding are reduced. This alternative could potentially improve level of service for the storm inlets with rim elevations at or near the high tide elevation. When the tide is at the peak, water from Biscayne Bay has already backflowed into the stormwater system and, if a rainfall event coincides with high tide, the runoff cannot enter the inlets because of the backflow. For these reasons, check valves at outfall locations will be considered for further evaluation. 4.2.1 Problem Area No. 1 – Flooding Along East Drive The first problem area studied in detail involves the flooding in the vicinity of East Drive. The storm sewer system along East Drive is connected to the systems on Caribbean Road, Gulf Road, Pacific Road and Atlantic Road. This system connects with Crandon Blvd to the West and pump station HC1 to the East. Much of this system has experienced repetitive flooding in the past including 10-year and 100-year storm events. This can mainly be attributed to the low elevations of this area as illustrated in Figure 2.4. LiDAR images show much of this area with grade elevations between just three (3) to four (4) feet above sea level. This low area is unable to produce a sufficient driving head into the Crandon Boulevard storm sewer system. In addition, the existing pump station is designed to the 5-year storm. Section 4 #200-15760-10003 4-4 6/27/2011 4.2.1.1 Problem Area No. 1 – Alternative 1 – Exfiltration Trenches Tetra Tech conducted a desktop analysis of the approximate amount of exfiltration trenches that would be required to meet the 10-year/72-hour storm LOS. Approximately 90 linear feet of exfiltration trenches per acre are required to meet this LOS, based on the following: 80 percent imperviousness 2.0 feet depth to water table 28 ft/day hydraulic conductivity Problem Area No. 1 has an approximate area of 22.6 acres. Approximately 2,000 linear feet exfiltration trenches are necessary for the 10–year/72-hour storm LOS. Construction of exfiltration trenches in the Village is extremely difficult due to the narrow rights of ways within the residential area, numerous underground utilities, unstable soils, and high groundwater elevations compared to the roadway elevations. In addition, installation of new sanitary sewer and replacement of aged water mains was completed in this area in 2009. The roadways were recently reconstructed and demolition/construction/disturbance of the same area would be highly undesirable. 4.2.1.2 Problem Area No. 1 – Alternative 2 – Installation of Check Valves/Flap Gates at Existing Outfalls This alternative includes the installation of flap gates on all outfalls within the Village to reduce the tidal influence. The Village’s stormwater drainage system is influenced by the tidal effects from Biscayne Bay due to low lying areas that are connected to storm pipe networks. Typically the tide fluctuates by as much as two feet (2’) in six (6) hours. This is made evident by observing the rising and falling of stage levels within the drainage structures. As a result, the Village of Key Biscayne is prone to flooding during combinations of high tides and significant rainfall events. For the 10-year storm, this alternative showed moderate improvements in flooded areas that are located closer to Biscayne Bay. While Problem Area No. 1 is connected to the outfalls via its connection to the Crandon Boulevard drainage system, most of the improvements were in the Section 4 #200-15760-10003 4-5 6/27/2011 areas on the west side of the Village, as shown in Figure 4.1 During the simulation, the flap gates were found to remain open for the majority of the storm duration. The tidal condition used in the model accounts for normal fluctuations over a three (3) day period as measured by the SFWMD. Therefore, the depth of water upstream from stormwater runoff would tend to be higher than the tidal elevations downstream. Hence, modeling this tidal condition did not indicate a significant benefit. Although the tidal conditions in this alternative did not get high enough to backflow into the Village, it did create a reduction in the flow capacity of the stormsewer systems. The high tide conditions reduce the driving head in the upstream stormsewer systems which reduce flow. This is a typical condition experienced in the Village’s existing stormsewer system. Where the flap gates are likely to be more effective is during abnormally high tidal conditions that periodically occur during rare sun and moon alignments. During such events, the tides are significantly higher, ranging between elevations 0.44 and 2.8 NGVD. This produces a larger head differential in the Bay that would close the flap gates for a longer period of time during a storm. This will effectively “hold back” sea water from entering and flooding the Village’s stormsewer system. Such an event occurred in the Village on the October 3, 2008. If flap gates had been installed, there would have been less flooding during this event. Table 4.1, provided at the end of this section due to its length, indicates an estimate in the reduction in flooding that may have been achieved during this lunar event. 4.2.1.3 Problem Area No. 1 – Alternative 3 –Drainage Wells Tetra Tech conducted a simulation for the installation of three (3) gravity drainage wells within Problem Area No. 1. The design capacity of 2,400-gpm, mentioned in Section 3, was used for each of the wells. The results from the model show a significant decrease in flooding for a 10- year storm event. The three proposed drainage wells are located along the intersections of East Heather Drive and Caribbean, Gulf and Pacific Roads. Almost all flooding in Problem Area No. 1 was eliminated in the model for the 10-year design storm. Table 4.2 summarizes the improvements in depth of flooding. Refer to Figure 4.1 for an illustration of the results for this area. Section 4 #200-15760-10003 4-6 6/27/2011 Table 4.2 – Problem Area No. 1 – Alternative 3 – Drainage Wells Basin Number Structure ID Depth of Flood (ft) 10-Year Storm Reduction in Depth of Flooding (ft) Existing Condition New Wells 9 J-484 2.98 1.84 1.14 9 J-485 2.97 1.84 1.12 9 J-799 2.99 1.82 1.18 9 J-800 3.06 1.77 1.29 9 J-802 3.09 1.82 1.27 Outside J-806 3.06 1.72 1.34 Outside J-809 3.06 1.66 1.40 Outside J-810 3.09 1.70 1.39 Outside J-813 3.26 1.96 1.30 Outside J-816 3.40 2.18 1.22 Outside J-819 3.61 2.49 1.12 Outside J-822 3.71 2.65 1.07 9 J-826 3.66 2.69 0.98 Outside J-829 3.59 2.57 1.02 Outside J-831 3.44 2.49 0.95 Outside J-836 3.32 2.20 1.12 Outside J-838 3.69 2.53 1.17 Outside J-841 3.59 2.38 1.22 Outside J-844 3.39 2.09 1.30 Outside J-848 3.27 1.93 1.34 Outside J-850 3.04 1.62 1.42 Outside J-851 3.01 1.58 1.43 Outside J-856 2.84 1.47 1.38 Outside J-860 2.88 1.54 1.33 Outside J-863 2.93 1.64 1.29 Outside J-865 3.00 1.77 1.23 Outside J-868 3.08 1.94 1.14 Outside J-870 3.15 2.08 1.07 Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 22 12 17 23 10 19 ¬«22 ¬«12 ¬«17 ¬«23 ¬«10 ¬«19 CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 10 YEAR FLOODING PROPERTIES EXISTING CONDITIONS STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 4.1 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Repetitive Loss Properties 10YR-Existing System Modelling Results Dry Flooded Common to Flooding Most Recent Flooding Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF4.1.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP ID Address 1 335 CARIBBEAN RD 2 555 CRANDON BLVD 3 379 CARIBBEAN RD 4 100 OCEAN LN DR 5 390 HEATHER LN 6 685 ALLENDALE RD 7 330 CARIBBEAN RD 8 212 W MASHTA DR 9 337 GULF RD 10 365 GULF RD 11 380 REDWOOD LN 12 360 CARIBBEAN RD 13 676 RIDGEWOOD RD 14 390 CARIBBEAN RD 15 200 CRANDON BLVD 16 188 W MASHTA DR 17 364 GULF RD 18 361 W HEATHER DR 19 300 CARIBBEAN RD 20 181 CRANDON BLVD 21 245 HARBOR DR 22 642 HAMPTON LN 23 330 FERNWOOD RD 24 24 CRANDON BLVD 25 445 GRAND BAY DR UNIT 212 26 745 N MASHTA DR 27 525 GLENRIDGE RD !(19 !(10 Section 4 #200-15760-10003 4-8 6/27/2011 4.2.2 Problem Area No. 2 – Flooding Along Fernwood Road The second problem area studied in detail involves the flooding in the vicinity of Fernwood Road. The storm sewer system in Problem Area 2 is located along Fernwood Road and branches to the West down West Heather Drive and Woodcrest Lane. The system has two drainage wells and an outfall to Biscayne Bay. LiDAR images show the properties along Fernwood Road to be located near a shallow depression with grade elevations approximately three feet above sea level. As a result, flooding is likely to occur first at this location. 4.2.2.1 Problem Area No. 2 – Alternative 1 – Exfiltration Trenches Tetra Tech conducted a desktop analysis of the approximate amount of exfiltration trenches that would be required to meet the 10-year/72-hour storm LOS. Approximately 90 linear feet of exfiltration trenches per acre are required to meet this LOS, based on the following: 80 percent imperviousness 2.0 feet depth to water table 28 ft/day hydraulic conductivity Problem Area No. 2 has an approximate area of 14 acres. Approximately 1,260 linear feet exfiltration trenches are necessary for the 10-year/72-hour storm LOS. Construction of exfiltration trenches in the Village is extremely difficult due to the narrow rights of ways, numerous underground utilities, unstable soils, and high groundwater elevations compared to the roadway elevations. In addition, installation of a new sanitary sewer and replacement of aged water mains was completed in this area in 2009. The roadways were recently reconstructed and demolition/construction/disturbance of the same area would be highly undesirable. 4.2.2.2 Problem Area No. 2 – Alternative 2 – Installation of Check Valves/Flap Gates at Existing Outfalls As discussed in Section 4.2.1.2, an alternative was evaluated which included the installation of flap gates on all outfalls within the Village to reduce the tidal influence. The effects of this alternative were reviewed within Problem Area No. 2. For the 10-year storm, this alternative Section 4 #200-15760-10003 4-9 6/27/2011 showed moderate improvements in flooded areas within Problem Area No. 2 and the results are furthered detailed in Section 4.2.1.2. 4.2.2.3 Problem Area No. 2 – Alternative 3 –Drainage Well Tetra Tech conducted a simulation for the installation of one (1) gravity drainage well within Problem Area No. 2. The design capacity of 2,400-gpm, mentioned in Section 3, was used for the well. The results from the model show a significant decrease in flooding for a 10-year storm event. The proposed drainage well is located along the west side of Fernwood Road. Almost all flooding in Problem Area No. 2 was eliminated in the model for the 10-year design storm. Table 4.3 summarizes the improvements in depth of flooding in this area and Figure 4.2 provides an illustration of the extent of the improvements. Table 4.3 – Problem Area No. 2 – Alternative 3 – Drainage Wells Basin Number Structure ID Depth of Flood (ft) 10-Year Storm Reduction in Depth of Flooding (ft) Existing Condition New Wells 7A J-63 3.72 3.64 0.08 7A J-73 3.20 3.20 0.00 7A J-77 4.41 4.40 0.02 7A J-80 4.60 4.58 0.02 7A J-191 5.20 5.17 0.03 7A J-333 4.90 4.88 0.02 7A J-334 3.69 3.68 0.00 7A J-335 4.42 4.41 0.01 7A J-388 3.77 3.56 0.20 7A J-389 3.77 3.56 0.21 7A J-393 3.79 3.57 0.22 7A J-396 3.79 3.57 0.22 7A J-399 3.41 3.92 -0.51 7A J-402 4.67 4.58 0.09 7A J-405 3.92 3.87 0.05 7A J-407 3.40 3.37 0.02 7A J-410 3.25 3.31 -0.06 7A J-414 3.49 3.43 0.05 7A J-415 3.62 3.55 0.07 Section 4 #200-15760-10003 4-10 6/27/2011 7A J-416 3.45 3.40 0.05 7A J-417 3.24 3.68 -0.44 7A J-421 4.08 3.97 0.11 7A J-422 4.27 4.15 0.12 7A J-423 2.89 3.53 -0.64 7A J-427 3.57 3.50 0.08 7A J-430 4.13 4.04 0.09 7A J-450 2.66 3.18 -0.52 7A J-424 3.44 3.37 0.07 7A J-409 3.27 3.25 0.02 7A J-74 3.18 3.14 0.04 7A J-64 3.95 3.83 0.12 7A J-412 3.20 3.20 0.00 7A J-385 4.00 4.00 0.00 7A J-72 3.00 3.00 0.00 7B J-67 5.83 5.37 0.46 7B J-348 6.07 5.63 0.44 7B J-351 6.34 5.92 0.42 7B J-354 8.36 7.64 0.72 7B J-355 8.17 7.43 0.74 7B J-364 6.15 4.11 2.04 7B J-367 5.70 5.27 0.43 7B J-368 5.69 5.26 0.43 7B J-369 4.84 4.43 0.41 7B J-374 5.29 4.08 1.21 7B J-375 4.61 4.20 0.41 7B J-380 5.11 4.08 1.04 7B J-381 4.71 4.01 0.71 7B J-384 4.34 3.94 0.40 7B J-342 7.04 6.15 0.89 7B J-343 7.14 6.26 0.88 7B J-359 7.56 6.74 0.82 7B J-362 6.60 5.08 1.52 7B J-363 6.41 4.61 1.80 Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 22 12 17 23 10 19 ¬«22 ¬«12 ¬«17 ¬«23 ¬«10 ¬«19 CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 10 YEAR FLOODING PROPERTIES ALTERNATIVE 1 STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 4.2 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Repetitive Loss Properties 10YR-Alernative 1 Modelling Results Dry Flooded Common to Flooding Most Recent Flooding Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF4.2.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP ID Address 1 335 CARIBBEAN RD 2 555 CRANDON BLVD 3 379 CARIBBEAN RD 4 100 OCEAN LN DR 5 390 HEATHER LN 6 685 ALLENDALE RD 7 330 CARIBBEAN RD 8 212 W MASHTA DR 9 337 GULF RD 10 365 GULF RD 11 380 REDWOOD LN 12 360 CARIBBEAN RD 13 676 RIDGEWOOD RD 14 390 CARIBBEAN RD 15 200 CRANDON BLVD 16 188 W MASHTA DR 17 364 GULF RD 18 361 W HEATHER DR 19 300 CARIBBEAN RD 20 181 CRANDON BLVD 21 245 HARBOR DR 22 642 HAMPTON LN 23 330 FERNWOOD RD 24 24 CRANDON BLVD 25 445 GRAND BAY DR UNIT 212 26 745 N MASHTA DR 27 525 GLENRIDGE RD !(19 !(10 Section 4 #200-15760-10003 4-12 6/27/2011 4.2.3 Problem Area No. 3 - Flooding Along Hampton Road The third problem area studied in detail involves the flooding in the vicinity of Hampton Road. The storm sewer system in Problem Area 3 is located along Hampton Road and runs westward along West Enid to two drainage wells and two outfalls to Biscayne Bay. Although the elevations in this area are not particularly low, it is located near the end of the drainage system which appears to have limited flow capacity. 4.2.3.1 Problem Area No. 3 – Alternative 1 – Exfiltration Trenches Tetra Tech conducted a desktop analysis of the approximate amount of exfiltration trenches that would be required to meet the 10-year/72-hour storm LOS. Approximately 90 linear feet of exfiltration trenches per acre are required to meet this LOS, based on the following: 80 percent imperviousness 2.0 feet depth to water table 28 ft/day hydraulic conductivity Problem Area No. 3 has an approximate area of 16 acres. Approximately 1,500 linear feet exfiltration trenches are necessary for the 10-year/72-hour storm LOS. Construction of exfiltration trenches in the Village is extremely difficult due to the narrow rights of ways, numerous underground utilities, unstable soils, and high groundwater elevations compared to the roadway elevations. In addition, installation of a new sanitary sewer and replacement of aged water mains was completed in this area in 2009. The roadways were recently reconstructed and demolition/construction/disturbance of the same area would be highly undesirable. 4.2.3.2 Problem Area No. 3 – Alternative 2 – Installation of Check Valves/Flap Gates at Existing Outfalls As discussed in Section 4.2.1.2, an alternative was evaluated which included the installation of flap gates on all outfalls within the Village to reduce the tidal influence. The effects of this alternative were reviewed within Problem Area No. 3. For the 10-year storm, this alternative Section 4 #200-15760-10003 4-13 6/27/2011 showed moderate improvements in flooded areas within Problem Area No. 3 and the results are furthered detailed in Section 4.2.1.2. 4.2.3.3 Problem Area No. 3 – Alternative –Drainage Well Tetra Tech conducted a simulation for the installation of one gravity drainage well within Problem Area No. 3. The design capacity of 2,400-gpm, mentioned in Section 3, was used for the well. The results from the model show a significant decrease in flooding for a 10-year storm event. The proposed drainage well is located along Hampton Road. Almost all flooding in Problem Area No. 3 was eliminated in the model for the 10-year design storm. Table 4.4, at the end of this section, summarizes the improvements in depth of flooding in this area and Figure 4.3 provides an illustration of the extent of the improvements. Table 4.4 – Problem Area No. 3 – Alternative 3 – Drainage Wells Basin Number Structure ID Depth of Flood (ft) 10-Year Storm Reduction in Depth of Flooding (ft) Existing Condition New Wells 3 J-5 3.03 3.02 0.01 3 J-6 3.02 3.03 0.00 3 J-7 3.03 3.03 0.00 3 J-12 2.86 2.87 0.00 3 J-15 3.22 3.22 0.00 3 J-18 3.29 3.28 0.00 3 J-24 3.98 3.97 0.00 3 J-25 3.98 3.97 0.00 3 J-27 3.97 3.97 0.00 3 J-30 3.77 3.77 0.00 3 J-31 3.66 3.65 0.00 3 J-36 2.84 2.84 0.00 3 J-40 4.03 4.03 0.00 3 J-42 5.89 5.89 0.00 3 J-764 3.04 3.05 -0.01 3 J-327 4.00 3.99 0.00 3 J-328 4.11 4.11 0.00 3 J-563 3.35 3.35 0.00 3 J-565 3.04 3.06 -0.02 Section 4 #200-15760-10003 4-14 6/27/2011 3 J-568 3.01 3.01 0.00 3 J-569 3.08 3.15 -0.07 3 J-570 3.80 3.80 0.00 3 J-571 5.06 5.07 0.00 3 J-618 4.81 4.81 0.00 3 J-623 3.27 3.27 0.00 3 J-624 3.16 3.16 0.00 3 J-629 2.96 2.96 0.00 3 J-632 3.69 3.69 0.00 3 J-633 2.64 2.64 0.00 3 J-637 2.69 2.69 0.00 3 J-640 2.88 2.88 0.00 3 J-647 2.89 2.89 0.00 3 J-653 3.54 3.54 0.00 3 J-654 3.88 3.88 0.00 3 J-657 3.18 3.18 0.00 3 J-659 2.55 2.56 -0.01 3 J-663 2.80 2.80 0.00 3 J-665 2.81 2.82 0.00 3 J-666 2.82 2.82 0.00 3 J-670 2.83 2.83 0.00 3 J-672 3.13 3.13 0.00 3 J-673 2.56 2.56 0.00 3 J-678 2.87 2.87 0.00 3 J-760 5.81 5.81 0.00 3 J-888 5.93 5.93 0.00 3 J-891 6.43 6.43 0.00 3 J-892 6.43 6.43 0.00 3 J-912 4.04 4.04 0.00 3 J-963 2.87 2.87 0.00 3 J-899 6.61 6.61 0.00 3 J-889 6.10 6.10 0.00 3 JCT-30 2.79 2.79 0.00 3 J-566 3.00 3.00 0.00 3 J-11 2.86 2.87 0.00 3 J-626 2.60 2.60 0.00 3 J-650 2.50 2.50 0.00 3 J-33 2.84 2.83 0.00 3 J-567 3.72 2.90 0.82 6B J-195 5.23 5.22 0.01 6B J-198 5.23 5.22 0.01 6B J-199 4.71 4.69 0.01 Section 4 #200-15760-10003 4-15 6/27/2011 6B J-203 4.49 4.48 0.01 6B J-204 4.54 4.52 0.01 6B J-206 3.68 3.67 0.01 6B J-208 3.47 3.46 0.00 6B J-209 4.14 4.13 0.01 6B J-212 4.22 4.21 0.01 6B J-213 4.29 4.28 0.01 6B J-217 5.43 5.41 0.02 6B J-218 5.38 5.36 0.02 6B J-222 4.86 4.85 0.02 6B J-223 4.85 4.84 0.02 6B J-225 4.28 4.26 0.01 6B J-226 4.13 4.12 0.01 6B J-232 3.48 3.48 0.01 6B J-233 2.77 2.77 0.00 6B J-242 2.76 2.76 0.00 6B J-310 2.58 2.58 0.01 6B J-314 2.70 2.70 0.00 6B J-317 4.08 2.66 1.42 6B J-321 4.21 2.85 1.36 6B J-323 4.37 2.45 1.91 6B J-324 4.57 2.73 1.84 6B J-235 2.60 2.60 0.00 6B J-312 2.50 2.50 0.00 Waterbody No.1 W a t e r b o d y N o . 2 Waterbody No.5 H u r r i c a n e H a r b o r H u r r i c a n e H a r b o r Waterbody No.4 At l a n t i c O c e a n At l a n t i c O c e a n Biscayne BayBiscayne Bay 12 17 10 19 ¬«12 ¬«17 ¬«10 ¬«19 CR A N D O N B L V D E HEATHER DRW HEATHER DR HAR B O R D R WESTWOOD DR W MASHTA DR RI D G E W O O D R D W MCINTYRE ST W ENID DR EAST DR GALEN DR FE R N W O O D R D WO O D C R E S T R D N M A S H T A D R S M A S H T A D R ISLAND DR CAPE FLORIDA DR KNOLLWOOD DR HA M P T O N L N BEECHWOOD DR E ENID DR HA M P T O N L N H A R B O R D R SUNRISE DR CA R I B B E A N R D PA C I F I C R D OC E A N D R G L E N R I D G E R D GREENWOOD DR CYPRESS DR REDWOOD LN 10 YEAR FLOODING PROPERTIES ALTERNATIVE 2 STORMWATER MASTER PLAN UPDATE VILLAGE OF KEY BISCAYNE, FLORIDA Figure 4.3 0 1,200 FeetO Legend Village of Key Biscayne Municipal Limits Repetitive Loss Properties 10YR-Alternative 2 Modelling Results Dry Flooded Common to Flooding Most Recent Flooding Printing Date: 11/22/2010 Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\ Maps\APF4.3.mxd Source: Miami- Dade GIS Data Microsoft Virtual Earth FEMA RLP ID Address 1 335 CARIBBEAN RD 2 555 CRANDON BLVD 3 379 CARIBBEAN RD 4 100 OCEAN LN DR 5 390 HEATHER LN 6 685 ALLENDALE RD 7 330 CARIBBEAN RD 8 212 W MASHTA DR 9 337 GULF RD 10 365 GULF RD 11 380 REDWOOD LN 12 360 CARIBBEAN RD 13 676 RIDGEWOOD RD 14 390 CARIBBEAN RD 15 200 CRANDON BLVD 16 188 W MASHTA DR 17 364 GULF RD 18 361 W HEATHER DR 19 300 CARIBBEAN RD 20 181 CRANDON BLVD 21 245 HARBOR DR 22 642 HAMPTON LN 23 330 FERNWOOD RD 24 24 CRANDON BLVD 25 445 GRAND BAY DR UNIT 212 26 745 N MASHTA DR 27 525 GLENRIDGE RD !(19 !(10 Section 4 #200-15760-10003 4-17 6/27/2011 4.3 Alternatives Evaluation (Cost Comparison) Planning level opinions of probable costs estimates were prepared for the three alternatives for each problem area and are included in Appendix K. Additional items related to the trench work were itemized and include surveying of existing utilities, maintenance of traffic, site restoration concrete, asphalt, and driveway removal/replacement. Tables 4.5, 4.6, and 4.7 present a summary of these costs per problem area. Table 4.5 - Problem Area #1 – Alternatives Cost Comparison Alternative Quantity Unit Cost Per Unit Cost Exfiltration Trenches 2,000 Feet $105 $210,000 Flap Gates/Check Valves 17 Each $10,000 $170,000 Drainage Wells 3 Each $110,000 $330,000 Table 4.6 - Problem Area #2 – Alternatives Cost Comparison Alternative Quantity Unit Cost Per Unit Cost Exfiltration Trenches 1,260 Feet $105 $132,300 Flap Gates/Check Valves 17 Each $10,000 $170,000 Drainage Wells 1 Each $110,000 $110,000 Table 4.7 - Problem Area #3 – Alternatives Cost Comparison Alternative Quantity Unit Cost Per Unit Cost Exfiltration Trenches 1,500 Feet $105 $157,500 Flap Gates/Check Valves 17 Each $10,000 $170,000 Drainage Wells 1 Each $110,000 $110,000 Notes: A value of 90 linear feet of exfiltration trench per acre of drainage basin was selected for the design. This is a typical value used for Floridian residential areas such as Key Biscayne. The value was also based on the low permeability of the soils in combination with a high percentage of impervious areas due to residential development in the Village. Section 4 #200-15760-10003 4-18 6/27/2011 A typical installation cost for an exfiltration trench in an average Floridian residential area from past projects has been $90 per linear foot. However due to the high density of development in the Village, in addition to limited right-of-way space to install the trenches, a value of $105 per linear foot was selected. This value takes into account potential locations that may come in close proximity to buildings, as well as potential conflicts with existing utilities such as water and sewer lines. 4.3.1 Problem Area #1 Capacity testing on existing drainage wells in the Village has shown to be very effective. The underlying soil characteristics tend to have high conductivity rates that allow moderate to high discharge of stormwater. Compared to other alternatives such as exfiltration systems, and surface pumps, and upsizing existing storm sewer pipe, drainage wells, in the Village, have the advantage of being more economical. 4.3.2 Problem Area #2 Capacity testing on existing drainage wells in the Village has shown to be very effective. The underlying soil characteristics tend to have high conductivity rates that allow moderate to high discharge of stormwater. Compared to other alternatives such as exfiltration systems, and surface pumps, and upsizing existing storm sewer pipe, drainage wells, in the Village, have the advantage of being more economical. 4.3.3 Problem Area #3 The flap gate installation at Outfall 17 will provide a benefit. Installing flap gates at each of the outfalls provides a marginal benefit during storms below the 10-year design storm. 4.4 Summary Of the three alternatives evaluated for Problem Area No. 1, the flap gates/check valves alternative had the lowest estimated construction costs. The exfiltration trench alternative may be feasible; however, this alternative would create the most disturbance for within this area. Section 4 #200-15760-10003 4-19 6/27/2011 Considering the recent completion of the water and sewer construction project, the extensive excavations which would be required to install exfiltration trenches is not suggested. The modeling simulation of the flap gates/check valves alternatives showed little improvement within this problem area. The modeling simulation of the drainage well alternative showed much improvement within this problem area. The recommended alternative for Problem Area No. 1 is the drainage well alternative. Of the three alternatives evaluated for Problem Area No. 2, the drainage wells alternative had the lowest estimated construction costs. The exfiltration trench alternative may be feasible; however, this alternative would create the most disturbance for within this area. Considering the recent completion of the water and sewer construction project, the extensive excavations which would be required to install exfiltration trenches is not suggested. The modeling simulation of the flap gates/check valves alternatives showed little improvement within this problem area. The modeling simulation of the drainage well alternative showed much improvement within this problem area. The recommended alternative for Problem Area No. 2 is the drainage well alternative. Of the three alternatives evaluated for Problem Area No. 3, the drainage wells alternative had the lowest estimated construction costs. The exfiltration trench alternative may be feasible; however, this alternative would create the most disturbances within this area. Considering the recent completion of the water and sewer construction project, the extensive excavations which would be required to install exfiltration trenches is not suggested. The modeling simulation of the flap gates/check valves alternatives showed little improvement within this problem area. The modeling simulation of the drainage well alternative showed much improvement within this problem area. The recommended alternative for Problem Area No. 3 is the drainage well alternative. STORMWATER MASTER PLAN UPDATE Section 5 June 2011 SECTION 5 Recommended Plan Section 5 Tt #200-15760-10003 5-1 6/27/2011 SECTION 5 RECOMMENDED PLAN 5.1 Recommended Alternatives Summary As described at the end of Section 4, providing drainage wells is the recommended alternative for each of the three problem areas described in Section 3. A summary of the number of wells and costs for each problem area is provided in Table 5.1 and a graphical comparison is provided in Figure 5.1. TABLE 5.1 - SUMMARY OF RECOMMENDED ALTERNATIVE Problem Area No. Description of Area Number of Drainage Wells Construction Cost Design & Other Costs Total Amount 1 East Drive between Caribbean Rd, Gulf Rd & Pacific Rd 3 $ 623,595 $ 187,079 $ 810,674 2 Fernwood Rd & W Heather Dr 1 $ 238,665 $ 71,600 $ 310,265 3 Ridgewood Rd & W Enid Dr 1 $ 238,665 $ 71,600 $ 310,265 5.2 CIP Ranking and Implementation 5.2.1 Evaluation of Present Stormwater LOS Standard in Stormwater Master Plan Tetra Tech conducted a brief review of the Code of the Village of Key Biscayne to learn currently applied Level of Service (LOS) standards for stormwater management infrastructure. Specific LOS requirements have not been developed within the Village’s code. For purposes of assigning LOS ratings to existing infrastructure, commonly applied performance standards used by various State agencies, and other local governments within Florida were applied. Section 5 Tt #200-15760-10003 5-2 6/27/2011 Establishing LOS ratings to existing systems will help to facilitate prioritizing capital improvement projects and benefit the Village’s effort to enforce concurrency management for stormwater infrastructure. LOS is included as one of the parameters in the prioritization guides listed in Table 5.2 for the Village. In the course of further updates to the SMP, the Village may choose to assign LOS goals to existing stormwater systems by hierarchical importance to accomplishing its greater goals for water quality improvements in anticipation of mandates soon to be handed down from TMDL and EPA Numeric Nutrient regulations. This topic was discussed in further detail in Section 2. The LOS for the Village’s stormwater infrastructure has been established using the guidelines provided in Table 5.3. The results are tabulated in Table 5.4. The LOS guidelines recommended for the Village are provided below in Table 5.2. The Rating is separated into six (6) levels for three (3) categories. The levels range from A through F with A being the best rating. The categories include Primary Closed Conveyance Systems; Secondary Closed Conveyance Facilities and Miscellaneous Drainage Structures. Primary Closed Conveyance Systems are intended for major conveyance, or flow, facilities that ultimately discharge into a receiving water body or outfall. These systems receive flow from secondary drainage systems. The term “closed” indicates underground conveyance through pipes or box culverts. Conversely, open systems are exposed at the ground surface and consist of swales and canals. Most of the stormwater conveyance systems in the Village are closed. A representative Primary Closed Conveyance System in the Village is along the Crandon Boulevard right of way. Crandon Boulevard is a Major Collector Road for the Village and is the only evacuation route. The Crandon Boulevard conveyance system is a collector of flow from the various secondary systems in nearby contributing drainage basins. Secondary Closed Conveyance Systems collect drainage from minor (secondary) streets, alleys and side streets and discharge into primary systems. Secondary systems in the Village could be generally described as all other drainage structures beyond the Crandon Boulevard right of way. However, there are other areas in the Village that have closed conveyance systems that collect flow from residential and commercial areas that discharge into Biscayne Bay. These systems could be classified as primary conveyance systems if they are located in a right of way considered to be at least a minor collector. Section 5 Tt #200-15760-10003 5-3 6/27/2011 5.2.2 Preliminary Evaluation of LOS in Investigated Areas Using the LOS criteria in Table 5.3 the Village’s stormwater infrastructure was evaluated based on flood levels established in the H&H model. The results are summarized in Table 5.4. 5.2.3 Prioritization Methodology In order to establish a method for prioritizing the Village’s capital improvements projects, the guidelines below were created. These will help the Village assign numeric values to rank identified projects. The categories included for ranking include: A. General Harm to Health, Safety and Welfare of the Public B. Long standing problems C. Beneficiary scope D. Existing LOS Rating Using the scoring guidelines in Table 5.2 will facilitate the Village’s effort to objectively rank capital improvement projects. Section 5 Tt #200-15760-10003 5-4 6/27/2011 TABLE 5.2 RECOMMENDED PRIORITIZATION METHODOLOGY FOR RANKING CIP PROJECTS A. GENERAL HARM TO HEALTH, SAFETY AND WELFARE OF PUBLIC Points Awarded Description 0 No harm to the general public. 5 Flooding that causes inconvenience to property owner or public road-way, but does not threaten property damage, health, safety or welfare of public. Erosion causing some inconvenience. 10 Flooding of roads that prevents normal vehicle passage but does not impede the passage of emergency vehicles. Erosion, causing inconvenience and causing minor degradation of downstream water quality. Existing structure has likelihood to cause damage or harm to public. Potential for hydroplanning and other safety problem in large storm events. 15 Property flooding that impounds water/area enough for mosquito breeding, attracts other biotic nuisances, interferes with septic tank systems or otherwise adversely affects safety, health and welfare of residents. Erosion causing minor property damage or downstream water quality degradation. Existing structure does not meet Village or State standards for clear zone and has high likelihood for causing vehicular accidents or other public harm. 20 Major flooding of habitable structure. Property damage reported to insurance company or interior flooding. Erosion or stormwater causing major water quality degradation, property damage or public harm. Existing structure resulted in vehicular accidents. Flooding of roads causing significant hydroplanning during frequent rainfall events. Flooding that impede the safe passage of emergency vehicles and services. 25 Major flooding to multiple habitat structures or public property providing essential public services. Water quality may be degraded to levels of toxicity to plants, wildlife, or people due to stormwater discharges. Existing structure has caused accidents resulting in death. B. LONG-STANDING PROBLEMS Points Awarded Description 0 0-1 Years since first noted 1 1-2 Years since first noted 2 2-4 Years since first noted 3 4-8 Years since first noted 4 8-10 Years since first noted 5 Greater than 10 years C. BENEFICIARY SCOPE Points Awarded Number of ERUs(1) Directly Benefiting 0 0 1-4 1-3 5-8 4-10 9-12 10-20 Section 5 Tt #200-15760-10003 5-5 6/27/2011 13-16 20-50 17-19 50-100 20 >100 D. EXISTING LOS RATING(2) Points Awarded Existing LOS Rating 0 A 5 B 10 C 15 D 20 E 25 F Notes: 1. Equivalent residential unit (ERU) is one residential structure or a commercial use or business equal to a specified contributing area, in square feet, as calculated for a “typical” residential unit. The Village unit of measure for 1 ERU is 1083 SF of impervious area for commercial areas. A single-family dwelling unit is equivalent to 1.5 ERUs and a multi-family dwelling is 1.0 ERU per dwelling unit. 2. The guidelines for evaluating the Level of Service (LOS) provided by drainage facilities are outlined in Table 5.3 of this report. Where the guidelines do not adequately conform to a given situation, judgement shall be used to estimate the LOS in accordance with the relative service expectations indicated by Table 5.3. Section 5 Tt #200-15760-10003 5-6 6/27/2011 TABLE 5.3 LOS GOALS EVALUATION CRITERIA FOR DRAINAGE FACILITIES LOS RATING Description A B C D E F Collection/Conveyance Facilities Primary Closed Con- veyance System1 HGL occurs below 12”of the gutter eleva- tion for the 10-year design storm. HGL occurs below 6” of the gutter elevation for the 10-year design storm. HGL occurs at gutter elevation for the 10- year design storm Half exterior travel lane not submerged or pres- ence of significant inlet bypass during the 10- year design storm Entire travel lane sub- merged to a depth not exceeding 1" at center- line during 10-year storm. Entire travel lane sub- merged to a depth not exceeding 3" at center- line during 10-year storm. Secondary Closed Con- veyance Facilities2 HGL occurs below gut- ter elevation for the 10- year design storm HGL occurs at or not exceeding 1” above the gutter for the 10-year design storm. Half exterior travel lane not submerged or pres- ence of significant inlet bypass during the 10- year storm Entire travel lane sub- merged to a depth not exceeding 1" at center- line during 10-year storm. Entire travel lane sub- merged to a depth not exceeding 6" at center- line during 10-year storm. Entire travel lane sub- merged to a depth exceeding 6" at center- line during 10-year storm. Miscellaneous drainage structures. Structures constructed and performing in ac- cordance with Village, FDOT or BMP stan- dards or guidelines. Structure is currently under-sized by less than 10%, needs minor re- pair, or requires minor maintenance, but would otherwise qualify for a LOS A. Structure is currently under-sized by less than 25%, needs interme- diate levels of repair, or requires intermediate levels of maintenance, but would otherwise qualify for a LOS A. Structure is currently under-sized by less than 50%, needs significant repair, or requires sig- nificant maintenance, but would otherwise qualify for a LOS A. Structure exist but is not constructed in accor- dance with Village, FDOT, or BMP stan- dards or guidelines, is currently under-sized by more than 50%, lev- el or needed repair or other condition that presents threat to public safety, health and wel- fare. Structure absent where the function structure would serve is required (e.g. manhole junction, energy dissipator, etc.). Notes: 1. Examples of primary closed conveyance facilities are similar to drainage pipes serving Major roadways such as Crandon Boulevard. 2. Examples of secondary closed conveyance facilities are similar to drainage pipes serving local and secondary roads in the Village. Section 5 Tt #200-15760-10003 5-7 6/27/2011 Looking out for the health, safety and welfare of the public is a fundamental responsibility of government. A point system from zero to 25 is included to account for the severity of potential harm to the health, safety and welfare of a Village citizen resulting from a flooding problem. Selecting a value from this category involves some subjectivity. However, an attempt was made to make it as objective as possible. Consideration is also given to the length of time that a problem has been on file with the Village. The maximum point total of five (5) carries less weight than the other categories in the ranking methodology. The beneficiary scope category is included to reward projects based on the number of residents that would benefit from a proposed project. The higher the number of beneficiaries, the higher the point total that could be obtained from this category. The total number of residents, for the purposes of this study, is based on the Village’s standard unit of Equivalent Residential Units (ERUs) as established for the stormwater utility. One (1) ERU is one residential structure or a commercial use or business equal to 1,083 square feet, as calculated for a “typical” residential unit. A single-family dwelling unit is equivalent to 1.5 ERUs and a multi-family dwelling unit is 1.0 ERU per dwelling unit. LOS is the next rating category. This is a completely objective rating based on the results of the H&H model for the 10 year/24 hour storm. A LOS has been established for each stormwater structure included in the model. The school, Village Hall, Community Center, Fire Department, the condominiums in Key Colony, Grand Bay, and The Ocean Club and three (3) commercial areas were extracted from the model due to their private self-contained stormwater management systems. To apply this category, the evaluator would only need to obtain the LOS determination for the structures within the problem area. A problem area with multiple structures will require a calculation of the average LOS. This can be accomplished by first assigning a point value to each of the LOS levels. For example, A = 5, B = 4, C = 3, D = 2, E = 1, F = 0 Table 5.4 provides the comparison of the points per ranking item for each of the problem area options recommended. This indicates that Problem Area #1 should be constructed first in priority due to its overall impact. Section 5 Tt #200-15760-10003 5-8 6/27/2011 TABLE 5.4 – CIP RANKING Problem Area #1 Problem Area #2 Problem Area #3 A. General Harm to Health, Safety and Welfare 5 4 4 B. Long-Standing Problems 5 5 5 C. Beneficiary Scope 5 5 5 D. Existing LOS Rating 2 1 1 TOTAL 17 15 15 5.3.4 CIP Schedule Based on this ranking per the methodology presented in the previous section, this master plan recommends the following schedule in order to spread the probable construction costs over the next five years to minimize the impact on the overall Village CIP Budget. See Figures 5.1, 5.2 and 5.3 for the graphic schedules per problem area. A summary of the schedule dates is provided below in Table 5.5. TABLE 5.5 – RECOMMENDED SCHEDULE ACTIVITY Days Start Date Finish Date Problem Area #1 – Design & Permitting 120 Mon 10/3/11 Fri 3/16/12 Problem Area #1 - Bidding 45 Mon 3/19/12 Fri 5/1812 Problem Area #1 - Construction 120 Mon 5/21/12 Fri 11/2/12 Problem Area #2 – Design & Permitting 120 Mon 10/8/12 Fri 3/22/13 Problem Area #2 - Bidding 45 Mon 3/25/13 Fri 5/24/13 Problem Area #2 - Construction 120 Mon 5/27/13 Fri 11/8/13 Problem Area #3 – Design & Permitting 120 Mon 10/7/13 Fri 3/21/14 Problem Area #3 - Bidding 45 Mon 3/24/14 Fri 5/23/14 Problem Area #3 - Construction 120 Mon 5/26/14 Fri 11/17/14 5.4 Conceptual Designs Figures 5.4, 5.5 and 5.6 illustrate a preliminary/conceptual design for the each of the recommended options for each corresponding problem area. ID Task Name Duration Start Finish 1 Problem Area #1 - Design & Perm 120 days Mon 10/3/11 Fri 3/16/12 2 Problem Area #1 - Bidding 45 days Mon 3/19/12 Fri 5/18/12 3 Problem Area #1 - Construction 120 days Mon 5/21/12 Fri 11/2/12 9/18 9/25 10/2 10/9 0/1 0/2 0/3 11/6 1/1 1/2 1/2 12/4 2/1 2/1 2/2 1/1 1/8 1/15 1/22 1/29 2/5 2/12 2/19 2/26 3/4 3/11 3/18 3/25 4/1 4/8 4/15 4/22 4/29 5/6 5/13 5/20 5/27 6/3 6/10 6/17 6/24 7/1 7/8 7/15 7/22 7/29 8/5 8/12 8/19 8/26 9/2 9/9 9/16 9/23 9/30 10/7 0/1 0/2 0/2 11/4 1 October November December January February March April May June July August September October Novemb Task Split Progress Milestone Summary Project Summary External Tasks External Milestone Deadline FIGURE 5.1 - STORMWATER SCHEDULE - PROBLEM AREA #1 Section 5-Schedule-Problem Area 1 Page 1 Mon 6/27/11 Project: Section 5-Schedule-Problem A Date: Mon 6/27/11 ID Task Name Duration Start Finish 1 Problem Area #2 - Design & Perm 120 days Mon 10/8/12 Fri 3/22/13 2 Problem Area #2 - Bidding 45 days Mon 3/25/13 Fri 5/24/13 3 Problem Area #2 - Construction 120 days Mon 5/27/13 Fri 11/8/13 9/23 9/30 10/7 0/1 0/2 0/2 11/4 1/1 1/1 1/2 12/2 12/9 2/1 2/2 2/3 1/6 1/13 1/20 1/27 2/3 2/10 2/17 2/24 3/3 3/10 3/17 3/24 3/31 4/7 4/14 4/21 4/28 5/5 5/12 5/19 5/26 6/2 6/9 6/16 6/23 6/30 7/7 7/14 7/21 7/28 8/4 8/11 8/18 8/25 9/1 9/8 9/15 9/22 9/29 10/6 0/1 0/2 0/2 11/3 1/1 1 October November December January February March April May June July August September October November Task Split Progress Milestone Summary Project Summary External Tasks External Milestone Deadline FIGURE 5.2 - STORMWATER SCHEDULE - PROBLEM AREA #2 Section 5-Schedule-Problem Area 2 Page 1 Mon 6/27/11 Project: Section 5-Schedule-Problem A Date: Mon 6/27/11 ID Task Name Duration Start Finish 1 Problem Area #3 - Design & Perm 120 days Mon 10/7/13 Fri 3/21/14 2 Problem Area #3 - Bidding 45 days Mon 3/24/14 Fri 5/23/14 3 Problem Area #3 - Construction 120 days Mon 5/26/14 Fri 11/7/14 9/29 10/6 0/1 0/2 0/2 11/3 1/1 1/1 1/2 12/1 12/8 2/1 2/2 2/2 1/5 1/12 1/19 1/26 2/2 2/9 2/16 2/23 3/2 3/9 3/16 3/23 3/30 4/6 4/13 4/20 4/27 5/4 5/11 5/18 5/25 6/1 6/8 6/15 6/22 6/29 7/6 7/13 7/20 7/27 8/3 8/10 8/17 8/24 8/31 9/7 9/14 9/21 9/28 10/5 0/1 0/1 0/2 11/2 11/9 1 October November December January February March April May June July August September October November Task Split Progress Milestone Summary Project Summary External Tasks External Milestone Deadline FIGURE 5.3 - STORMWATER SCHEDULE - PROBLEM AREA #3 Section 5-Schedule-Problem Area 3 Page 1 Mon 6/27/11 Project: Section 5-Schedule-Problem A Date: Mon 6/27/11 f U w w w w w 2 z w w w w w CO 0 0 a I- 0 J z U 0 U m a) a E iu 0 0 m > U_Cn 0 0 0 0 CO CO 0 0 a z Q a- a 0 cc 0 Ih N cc T <a L'? 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F_IF 8 fnv.-3.56 187 8-9 • Rim 4 Inm. 4.66 412 .4185 22 &2 �� 1188 �R3n 4.67 8.3 F Inv. 4.06 e' Rim 3.82 4g5/ 432 f thy. 44( - 442 / . 46.__445 425 155 "', 7_a WOOD 41 �y 412 4 j- t5/ a 412 m3 412 Rim 389 4 o Pm. 3.56 422 , 425 f 422 425 422 7 h 0.6 7i7 S Rim 3.8 - Rim 4.12 432'-51, 7- mv.-as6 432`;'. kn..s,56 432: ) maptton o 2551 250 2835 Rkn44 •386 76-25 Min 4.9 C istophers By-Th2-Sea PROBLEM AREA #2 BOUNDARY The Square 1362 711-13 Rim 4.9 km. -3.55 r 1342 7E-10 Rim inv.-336 1343 76-9 Rim 4.15 Inv. -4.06 1359 76.7 Rim 4.1 inv. {.O6 Galeria llage-Gre- Park - claptha ?,rotec C _w 444 It is for internal llly , TETRA TECH Drawing Description PROBLEM AREA #2 CONCEPTUAL ALTERNATIVE #3 - DRAINAGE WELLS VILLAGE_OF_KEY_BISCAYNE TORMWATER MASTER PLAN UPDATE Project No.: 200-15760-10003 Date: 05/2011 Designed By: FIGURE U W W o' W W 2 z z cc W M W 2 W m 0 a_ a I- 0 >- 0 O C O N C N m 0. U C O U m a) E a) .0 0 m i 0 0 U U) (7 M O 1- 101 0 to a- c0 >z_ 0 a- Q 7- N (V 0 M N 15760-10003\G I S\CA D\V K B -P s71 361 351 f BEECHWO D 19 LT6 � s 19 v. -4.56 6445 Rim 14 110.-356 1305 6aa10 Rim 185 _ Inv. 4.06 636 642 650 1310 fib -17 Rim 4.05 Inv. -3.56 Rim 395 Inv. -336 122'3 1221 6438 Rim 18 1"..51.0.7.-421 515 1 512 R691185 4.441- Exurigto + . INAGE 1208 56-36 Rim 175 hR. -3.56 W-35 Rim 175 Inv. -3.56 2 5 275 265 .Y31T 2412 66-10 EN ' mvm156 D 1314 69-13 Rim 4,05 Inv. -3.56 705 -"N7„10 1I G., 795 700 e >, 6 791 C$1� 735 k 710 I 1 740 780 70 770 78Ey3 1463 ° o� 7 1 imR 730 456 eh 8 755 765. 775 Sssa 791 740 0 CURTISWO' i 314.2 I DR 645 640 • 127 3.61 Rim a 45714 3-62 'Ran 17 Inv. 4.56 h' TETRA TECH 776 786 7p4 795 on5m flood insi%nce 4653 472 0 3 482 ti 1195 6b-22 im 176 485 48 515 525 545 544 1204 26 Rim M.-3.56 220 260 Rim 3.95 Inv. 4.54 216 204 710 765 724, 3a 736 1653 141 mY4.2 . -3.56 Drawing Description 462 "/fl 465 7 1341 6-23 .05 524 'W WEST "Mc INTIRE KEY BISCAYNE ELEMENTARY SCHOOD - 17, Key Biscayne Elementary School 5T PROBLEM AREA 413 BOUNDARY 9 601 f 27a _m C y`:y 698 R 142 55 1647 Rfim4 715 50.0 1 4645 i 101 3-30 Ran 3.73 PROBLEM AREA #3 CONCEPTUAL ALTERNATIVE #3 - DRAINAGE WELLS VILLAGE_OF_KEY_BISCAYNE STORMWATER MASTER PLAN UPDATE 1640 3-33 14 Rim 377 3.56, 749 161 rr 761 r 760 4139 Project No.: 200-15760-10003 Date: 05/2011 Designed By: AMVF FIGURE 5.6 Section 5 Tt #200-15760-10003 5-15 6/27/2011 5.5 System Funding In 1993 the Village created a stormwater utility to support the operations, maintenance and capital improvements of the stormwater system. Utility has continued to act as a partial funding source without a rate increase since its inception. Concurrent with the preparation of this Master Plan Update, the Village commissioned Burton & Associates to conduct a stormwater rate study (see Appendix L). The purpose of this study is to evaluate the sufficiency of the utility rates to meet current and future needs and make recommendations of rate increases if necessary. In its evaluation of expenses the rate study considered the debt service from the Series 1999 bonds, the current operations and maintenance costs, projected additional operations and maintenance costs and additional pay-as-you-go capital improvements. However, the rate study does not include the impact of funding the CIP recommended in this Master Plan. The study concluded that the current rates do not meet the costs of the system and recommended a 78% increase in the stormwater fee as follows in Table 5.6: TABLE 5.6 – RATE COMPARISON Customer Class Current Rate Proposed Rate Multi-family $5.00 $8.90 Single-family $7.50 $13.35 Since the recommended CIP is not anticipated to be funded by revenues from user rates, Tetra Tech recommends that the Village continue to aggressively pursue grant funding for qualified projects in the CIP. Grants are advantageous sources of funding as they do not have an impact of the Village stormwater rates. However, there is a certain amount of risk in securing grant funds as the amount of funding available varies from year to year and the number of applications for funding can be high. Historically the Village has had success in securing matching grants from South Florida Water Management District, however other grant programs are available for consideration including: Florida Department of Environmental Protection 319 Program FEMA Hazardous Mitigation Grant Program FEMA Pre-Disaster Mitigation Grants FEMA Flood Mitigation Assistance Grant FEMA Repetitive Flood Claim FEMA Severe Repetitive Loss Grant Section 5 Tt #200-15760-10003 5-16 6/27/2011 5.6 Local Regulations Evaluation and Update Local regulations were evaluated under a separate task in coordination with the Community Rating System (CRS) 5-year Re-certification activity. The findings of the re-certification review in May 2011 by the Insurance Services Office (ISO), on behalf of FEMA, require increased enforcement actions of the Village Ordinances in Section 10-21 and 10-61 related to substantial improvements and new construction in order to remain in compliance with CRS minimum requirements. Local regulation amendments may also be required due to the state and federal regulations related to the FDEP TMDL and TN/TP that are being finalized. 5.7 Monitoring Program Village staff currently monitors rainfall and flooding events and to meet the requirements of the NPDES permit. The existing monitoring can be augmented with monitoring of five specific locations in the Village for the purposes of comparing the anticipated results depicted herein with actual field conditions to identify irregularities, damaged system, or areas where maintenance may be required. Rain/flooding gauges can be installed near five (5) suggested locations where repetitive flooding has occurred. The locations that should be monitored after rainfall/flooding events are: Galen Drive Ocean Lane Drive Beechwood Drive Hampton Lane – Between West Heather Drive & West McIntyre Street West Mashta Drive at Ridgewood Drive 5.8 Additional Recommendations 1. The Village’s Stormwater Utility Rate was updated to compensate for only a portion of the added burden on the Village’s Stormwater Management Plan from necessary capital projects, O&M and R&R. The Village’s plan is also impacted by changes in the Village's customer base and new regulatory requirements such as the FDEP TMDL program. The Village should monitor the regulations and their anticipated impacts and pursue application Section 5 Tt #200-15760-10003 5-17 6/27/2011 of grants to cover the remainder of the cost associated with recommended stormwater projects. 2. Biscayne Bay is listed as an impaired water body that receives flow from mainland Miami- Dade County and from the Village. Start planning for the arrival of TMDL requirements. 3. Public Works staff has been obtaining horizontal control of drainage infrastructure using GPS. At some point, this data should be imported into the Village’s GPS database to update the comprehensive atlas completed as part of this study. 4. The Village has a growing list of permit compliance requirements. It would be prudent for the Village to development a tracking procedure to proactively notify the appropriate Public Works personnel of a pending deadline. There are commercial software programs available to assist the Village in this pursuit. Tetra Tech has a proprietary software called EnviroManager that is ideal for this application. 5. Investigate the ability of displaying Village GIS databases on the Google Earth platform. Advances in technology have made it possible to show the Village’s stormwater infrastructure data from the Stormwater Atlas on Google Earth. Tetra Tech’s GIS experts have done this for other communities we serve. This would make it easy for the public to have access to data chosen by the Village. 6. The Florida Department of Environmental Protection (FDEP) is scheduled to release a complete overhaul of state stormwater management requirements to account for post development loading of Total Nitrogen and Total Phosphorus. The Village should consider updating stormwater management requirements in the Land Development Code when regulations are finalized. In the mean time, the Village should monitor the regulations and their anticipated impacts. 7. Continue to actively pursue federal, state and local grants to support funding stormwater management, water quality and erosion control capital projects. 8. The Village should conduct additional evaluations meant to be an addendum to this SWMP update for areas that have recently become areas of concern. At a minimum, evaluations should be conducted in the following three (3) areas: a. Ocean Lane Drive Stormwater improvements – A performance and condition evaluation of the existing stormwater pump station and drainage wells. b. Galen Drive Stormwater improvements – A performance and condition evaluation of the existing stormwater system in this area due to recent flooding complaints. c. West Mashta Drive Stormwater improvements – A performance and condition evaluation of the existing stormwater system in the area by Ridgewood Drive due to repetitive flooding complaints. STORMWATER MASTER PLAN UPDATE Appendices June 2011 APPENDICES STORMWATER MASTER PLAN UPDATE Appendix A June 2011 APPENDIX A Topographic Survey (1997) Stor A /Th VILLAGE COUNCIL wcter mproveet Ha Bcsi d Water Distribution prove JOHN F. FESTA, MAYOR JOEI. RASCO, VICE MAYOR MORTIMER FRIED RAUL LLORENTE BETTY SIME RAYMOND P. SULLIVAN JOHN W AID C. SAMUEL KISSINGER, VILLAGE MANAGER CALL BEFOR YOU DIG UNCLE 1- 800 — 432-4770 i for the Vil age of fey Biscay PREPARED BY: WILLIAMS, HATFIELD & STONER, INC. CONSULTING ENGINEERS • PLANNERS • SURVEYORS 3191 CORAL WAY, MIAMI, FLORIDA . (305) 448-4429 e me /Th SHEET INDEX s 1 8 ts C-1 COVER SHEET C-2 — C-3 SHEET INDEX MAP C-4 GENERAL NOTES 8c DETAILS C-5 — C-26 PLAN SHEETS C-27 PROFILES — DRAINAGE BASIN 1 C-28 PROFILES — DRAINAGE BASIN 2 C-29 — C-31 PROFILES — DRAINAGE BASIN 3 C-32 PROFILES — DRAINAGE BASIN 4 & 5 C-33 — C-36 PROFILES — DRAINAGE BASIN 6A & 6B C-37 — C-41 PROFILES — DRAINAGE BASIN 7A & 7B C-42 — C-43 PROFILES — DRAINAGE BASIN 8 C-44 DRAINAGE WELLS — BASIN 1 & 2 C-45 DRAINAGE WELLS — BASIN 3 & 4 C-46 DRAINAGE WELLS — BASIN 5 & 6 C-47 DRAINAGE WELLS — BASIN 7 & 8 C-48 MISCELLANEOUS DRAINAGE DETAILS 1 WATER DISTRIBUTION — GENERAL PLAN 2 PLAN/PROFILE HARBOR CT . & CRAN WOOD DR . 3 PLAN/PROFILE GREENWOOD DR, HEATHER LN, WARREN LN 4 PLAN/PROFILE HAMPTON LN . & RIDGE WOOD RD . 5 PLAN/PROFILE RIDGE WOOD DR, WOODCREST LN, W. McINTYRE ST 6 PLAN/PROFILE GLENRIDGE RD . VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLAN WHS PROJ . No . 4072 .00 D:\407200\4072CS-1. DWG C.) C) W MATHESON DR m ?jl 4"..`I r 4\' S C i5. 'V 6A-23 4 47 6A-140 6A - 6A -141X 6A-28 8A-24 6A -142X it! C-16 8A-27 6A-32 DRAINA BELL 6 W BEECHWOOD DR 68-47 8A -I2 68-48 68-42 88-18 6B-40 166-39 86-41 ✓t 88-32 21379 68-2660 BASIN 6A 68-183X 68 26 S7 66- - \ 68-48 68-1829 DRAINAGE NELL 6C 6A -132X W ENID CR A-143 6A-44 6A- a6A-251X 88-18 68-181AX 3C_ i SBA -35A qq 6A-2500 6A-9 68_14 BA 6 41 A-36 1 6A-35 BA -34 8 \ 68-iA 85-26 \ t eA,-te '85-049 0 68 16 HARBOR CR u 1\ 5 9 6A-8 6A -252X BA BA -39 6A-2530 DRAINAGE NELL BD BA -38 6A-2545 6A-7 \y:. A 6A-6 -2 DRAINA GE 3-7 6A-4 6A-2 Dfai WELL 33CC 6B-22 88-21 -25 68-24 7A-1 7A - O I 60-2690 68-1855 BASIN 6E DRAINAGE NELL 66 68-115.1.. , 68-12 g6-3 4 W M ASHTA DR 4e \ \�T 3-55 3-53 3- 3-47 BASI BASIN 7n 4 ei W EST Mc INTYR E ST r KEY BISCAYNE ELEMENTARY SCH OOL 3-50 3-51 3-38 4-11 DRAINAGE WELL W. ENID DR r \°;e BASIN 7B DRAINAGE 3-11 WELL 3A WATERWAY NO 4 WATER WAY NO .1 78-2 KNOLLWOOD DR WATE RW Y NO.5 w siu SCALE 1 " =200' LOCATION MAP 5-7 5-10 N N WILLIAMS, HATFIELD & STONER, INC . MIAMI, FLORIDA VILLAGE OF KEY BISCAYNC STORMWATER IMPROVEMENT PLANS SHEET INDEX D at a 11-7-94 U a 3 ii 6 3 h i PROJECT N o. 4072 .00 SHEET N o. C-2 j. C9 c- 25 CANAL RACENDO 7A- CRANDON PA RK 78-45 WOODCREST LN 78-44 C 22 1240 �.3•" -39 38 '713-24-2L B IN • 7A .: S . . 78_48 i.� A-5959 • \905;;7A.2 33%A7A -230% DRAINAGE •� 7A-231% A- NELL 7A -:7A 23 7A-4078-4 7A7A-41S1N 7B -427A YPRE ��E� B IN 71 8-214. , 78_,6 e-31-19 -30 7A-13 j 259X 8-28 CRANWOOD DR 8-239X 238 oW7A-387 8-2••..g_38-29 F 7A-37 78-39 W -/0 8-26 8-24 33 7B - Q' --211X =-23 8-2 �X 8-27 8-25 8-240X 35 8-•12% z RAINAGE 1 WELL 86 UP 7B-15 78-17 00 0 7B -t1 W 7B-37 78-38 a1 272x a-213. 8-241X -� 8-242 b277X GREENW OOD DR 78-8 7A-10 A-tt 78-11 28-12 . 276% O 7A-33 7A-34 7B-, SOX 2710 273% 42 8-43 DRAINAGE '6 WELL BG 126X -_ • 1270 8-1950 8-208 7A-35 8-206 BASIN E V\ . 8-2070 W HEATHER DR 8-16 8- DRAINAGE 8-2050 e-20455LL 8-10 "-243 7A-2 7A-32 GE _8 DELL 7A % 7A-245% 76-30 78-33 W HEA 1 8-2. 8 4 8-196 C [4X q pWEST REDWOOD LN C 8-12 8-13 8-5 8-1 RC 7A- B SIN 6 275% 8 98% 8-8 A �,�:-3 8-2 78-29 31 -8 7A -27- A-5� 7A-26 78-30 6A I8 � BASIN 6B d / / 1 •� {2 o o �s 1 68-28 8_30 SOD Cy WEST PALMWOOD LN R DR fn 0 EAST DR SCALE 1"=200• 5. I, E HEAT HE R DR LOCATION MAP LEGEND 1-40 I EXISTING CATCH BASIN & NUMBER 1-80 • EXISTING CATCH BASIN TO BE REPAIRED & NUMBER • EXISTING CATCH BASIN TO BE REMOVED 1-12 ■ NEW OR REPLACED CATCH BASIN & NUMBER N EMERGENCY OUTFALL 6W WATERMAIN AND SIZE —8" S AN— SANITARY SE WER & SIZE — 6"FM— SANITARY FORCE MAIN & SIZE —15'— EXISTING STORM SEWER & SIZE — UG. FPL— UNDERGROUND FPL ELECTRIC — B. TEL— BURIED SOT TELEPHONE —0 .E . OVERHEAD ELECTRIC — O.H. TEL— OVERHEAD TELEPHONE '¢. POWER POLE - 0- LIGHT POLE FIRE HYDRANT X X X X EXISTING STORM SEWER TO BE REMOVED WILLIAMS, HATFIELD & STONER, INC CONSULTING ENGINEERS PLANNERS SURVEYORS MIAMI, FLORIDA (4_ VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 SHEET INDEX Dat e 11-7-94 m m PROJECT N o. 4072.00 SHEET No. C-3 11-7-94 CCT CMP • LMB Dwg Nome. BASE—S.DWG C-6 VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS LAMS, HA.iIEI c &NIER, COI+15LLnwa LVi 1VEE • PLANNER. .. . SURVEYORS MIAMI, FLORIDA RIM EL.4.10 MASH A DR 2-13X RIM EL.3. 35 2-12X 2-24 DRAINAGE WELL SEE SHT. C-44 FOR DETAI 2-21vti 2-7' 2 5 ,s\-\AP, OR STA.29+71 .6 W MASHTA DR STA. 0 +00 S MASHTA DR • S MASHTA VILLAGE OF KEY BISCAYNE V U MIA MI, FLORIDA CO z CO STORMWATER IMPROVEMENT PLANS PLAN SHEETS 4072.00 C-6 CD 11-7-94 CCT CMP • LMB Dwg Nome. BASE—S.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS ILL TAM`S,, H rFILI I .1 it NEP, II''.1C. COI+15LLnwa LVi NLL) . PLANNER. .. . SURVEYORS MIAMI, FLORIDA o 11-7-94 CCT CMP • LMB Dwg Nome. BASE—S.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS ILEIf4M`,, HA fFIEi I1 i DNER, II''.1C. COI+15LLnwa LVJa1NEEf , . PLANNER. . SURVEYORS MIAMI, FLORIDA 11-7-94 CCT CMP • LMB Dwg Nome. BASE—S.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS MIAMI, FLORIDA 0 0 9 0 STA. 0+ 00 W. WOOD DR.- STA. 7+32 HARBOR DR. -7 0 0 0 0 HORN 3-138 S 0 STA. 0+00 W. MASHTA DR. - STA. 20+00 W. MASHTA DR. (TO S .E. STA. 0+00 HARBOR DR TO SE .) STA. 0+00 HARBOR DR. TO N C-7 56 3-56 /WEIR SEE SHEET C-48 FOR WEIR DETAIL O 20 la SCALE° 1• - 40' SW OOD DR STA. 3+41 W. MASHTA DR. A. 0 +00 MYRTLEWOOD LN. 43 �o 14X VILLAGE OF KEY BISCAYNE U 00 z U) m STORMWATER IMPROVEMENT PLANS PLAN SHEETS 4072.00 C-10 TISWOO MASHTA STA.29+45 ALLEND RD. STA. 10+88 W. MASHTA DR. �h 4-9 SAN -43 _ 4-11 DRAINAGE WELL SHT. C-45 FOR DETAILS STA 39+43 RI • r • • RD. STA.13+ 28 W. M TA DR. STA. 0+00 h ARINE DR. e4 — k > 8 SATE 8 'fM 1+'_ R AGE WELL 3A / STA.15+93 W. MASHTA DR . STA.18+82 W. MASHTA DR. ISLAND WATERWAY N O. 4 Li I VILLAGE OF KEY BISCAYNE 00 cn z U) CO STORMWATER IMPROVEMENT PLANS PLAN SHEETS 4072.00 C-11 N 4, 0 0 0 11-7-94 DI CCT _n�.... CMP LMB Dwg Name: BASE—S.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS 1:-L1c I I-1'. INC. MIAMI, FLORIDA 6A-144 2) 6Ax 145X'. 2) STA.10+40 HARBOR LANE STA. 12+ 52 HARBOR 3-133 3-134'X � s 135X 3 136X STA . 9 •'= H ' BOR 6A-39 DRAINAGE WELL 6D SEE SHT. C-46 FOR DE 6A-38 STA.17+41 HARBOR DR. r AILS CURTISWOOD RD 6A 254X STA.2 + STA. 3- 7,5 D !NAG WEL "3 T I rn N VILLAGE OF KEY BISCAYNE V MIA MI, FLORIDA STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS 3 a c V 4072 .00 C-13 11-7-94 CCT CMP LMB _NJ Name: BASE—C.DWG CURTISWOOD RD VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS ALLEND WARREN LN RIDGEWOOD RD z �►, KEY BISCAYNE 0 ELEMENTARY SCHOOL LAMS. HATFIELD II F', INC. CNN,NFE,S • H MIAMI, FLORIDA 16 DIP- - - - r" aER7Vo C OH. TEL. - -- - - O.H. TEL 0 0 0 O.H. TEL. W,00DCREST PD B.TEL. a CRANDON BLVD. a 100HOS . e:IVIN]WTI] SNJ.VOSIB )\I1> GLENRIDGE RD 11-7-94 CCT CMP LMB �a Nome: BASE—C.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 — 8 PLAN SHEETS LIAMS, HATFIELD �e_° STONER, II LTNJT;n TINE ENGINEERS • PLANNERS • SuRVETOFS MIAMI, FLORIDA 6A -140X B. ELECT STA. 13+93 W. MATHESON DR. CLEAN AND FLUSH EXISTING OUTFALL PIPES. TRIM MANGROVE ROOTS AND CLEAR DEBRIS FROM OPENING. DO NOT DESTROY ANY MANGROVE TREES. CONTACT DERM BEFORE ANY W ORK BEGINS. DERM REPRESENTATIVE TO AUTHORIZE AND MARK ROOTS TO BE REMOVED. 76'3-1URBg ITY BARRER.L j EXISTING MANGROVES TO BE PROTECTED AT RIP —RAP I SEAW ALL. EXIST. OUTFALL TO REMAIN. DERM /65-42-03—NW0028 \ / 6A -2f; 6A-22 MATHESON DR . / i 75'* —TURBIDITY BNMIE:1' ' PLACE ADDITIONAL GROUT AROUND EXIST. 12' CONC. PIPE AT RIP —RAP SEAWALL. DERM / SS-42-03—NWOO1B 6A-1 REMAND_ STA 22+17 HARBOR DR... STA 0+ " W. Mc INTYRE EA -28 16A-32 DRAINAGE WLL 6A STA 19+92 HARBOR DR... STA. O+ BO W. SUNSET CR. - B. TEL .- - 1+ --0= w 7132X 6A-43 1 A-4 6A'-29 W BED CH WOOD STA.O+ OO W. MATHESON DR STA.23+00 HARBOR DR. STA 19+67 HARBOR DR. STA.10+00 W. ENI DR STA.3+62 SABLE PALM DR . STA. 3+26 W.Mc INTYRE ST . STA .0+00 CUR A. 0+00 SABLE PA 6A-14 6A -256X 6A-10 6A— ' 6 /-248Xr 6 H O F- LJ LL_ H Z VILLAGE OF KEY BISCAYNE U 6 ENGINEERS • PLANNERS • SUNVEYORS STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 CL CO V MIA MI, FLORIDA PLAN SHEETS 4072 .00 C-16 STA.0+00 SA STA. 6+ 15 W BEEC 6B-47 7 68-48 0 z w STA. 17+70 W. ENID DR. J 6B-1:1AX 6B -187X 6B -266X 6 181X A. 18+95 W. ENID ki>k 66-15 DRA -W EtL 88 0 IT TEL STA. 21+45 W. D DR.= STA. 12 +00 W - LN. 6B 25 6B-23 66 182X 6B-9 1 +00 6B-10 63-269X STA.22 +23 RIDGEWOOD RD. STA.16 +44 W. MdNTYRE ST.- STA.23+88 RIDGEWOOD RD. C3 6B -185X HAMPTON RD . err -En .\•\ y4 -B. iEL . - - - \\l I I STA,26+46 W. DOD DR . STA.25+96 RIDGEWOOD 9-157X VILLAGE OF KEY BISCAYNE rNG,IVFrR< • Fi. `l,uVFnc • gtirvvr ne° STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 MIA MI, FLORIDA PLAN SHEETS 4072 .00 C-17 ENID DR ry W Mc INTYRE ST KEY BISCAYNE ELEMENTARY SCHOOL i ILLIAMS, HATFIELD OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 MIAMI, FLORIDA PLAN SHEETS 4072 .00 C-18 C OST. OUTFACE TO RO AM sv,QERM / 54-42-32 STA. 2+52 HARBOR DR.= STA.0+00 HARBOR DR. NORTH 6A-18 HARBOR CT 2X 8-213 DRAINAGE WELL 8C SEE SHT. C-47 FOR DETAILS STA. 2+ 77 W. FEATHER DR.= STA .0+00 BAY STA. O+00 W. PALMWOOD LN . W FEATHER R +55 PALAAWOOD LN .- 8-196 MA. W. TO RELOCATE WATER M TOME Of TRE NCH W REDW JOD LN W PALM OOD LN 1 MIA MI, FLORIDA PLAN SHEETS STONER. INC. J LJ L- z 7 J J VILLAGE OF KEY BISCAYNE U U CO 1 z ) CO STORMWATER IMPROVEMENT PLANS d m U U � 4072 .00 C-19 8-206X <:i 276X (TYPE 2) W HEATHER DR 8-205X STA.5+E5 HEATHER DR.- STA.4+18 HEATHER LN. W REDWOOC LN ALMW@OD STA.9+02 r as • i i OR 10+ 40 W. HEATHE STA 0+00 ALLENDALE 8-199X r, STA .5 +25 ALLEND STA .11+27 W. PALM GREE W OOD D -R C-17 STA.0+00 W STA. 15+99 W. HEMMER DR.- STA. 22+ 58 HAMPTON LN 8-21 W H ATHER DR J T VILLAGE OF KEY BISCAYNE 00 U) z Ul CO STORM WATER IMPROVEMENT PLANS 0 H U U U IA MI, FLORIDA PLAN SHEETS 4072 .00 C-20 11-7-94 CCT CMP LMB Dwg Nor,: BASE—N.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS MIAMI, FLORIDA Iv IV 11-7-94 OCT CMP LMB BASE-N.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS MIAMI, FLORIDA ND ND 11-7-94 CCT CMP LMB Ng Name. BASE—N.DWG • -_ ---- - -------------- - ------ - b_ - VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS LIAMS, HATFIELD STONER, II,_ rpNci q TIN( FND:DNFFR; • RI `NNFPS • '>IJGyir MIAMI, FLORIDA ND 11-7-94 CCT CMP LMB Ng Name. BASE—N.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS L MIAMI, FLORIDA I I_F^. INC 11-7-94 CCT CMP LMB Dwg Nam?: BASE—N.DWG VILLAGE OF KEY BISCAYNE STORMWATER IMPROVEMENT PLANS BASINS 1 - 8 PLAN SHEETS MIAMI, FLORIDA I It STA. 0+00 . •' EST RD. - 10X HARBOR DR. 7A—.6 DRAINAGE WELL SEE SHT. C-47 FLS 7A -226X 7A -224X STA. +75 STA.9+ 10 HARBOR DR 10WOOD ;REST LN STA.2+95 FERNWOOD RD. STA.0+00 BUTTONWOOD DR. STA.0+00 FERNWOOD RD. STA.5 +54 FERNWOOD RD.- STA.0+00 HAMPTON IN. frsum "LLIAMS, HATFIELD VILLAGE OF KEY BISCAYNE Vl z STORMWATER IMPROVEMENT PLANS MIAMI, FLORIDA PLAN SHEETS a � 3 4072 .00 C-26 STORMWATER MASTER PLAN UPDATE Appendix B June 2011 APPENDIX B Geotechnical Soil Reports i w SUBSURFACE EXPLORATION REPORT KEY BISCAYNE POLICE STATION KEY BISCAYNE, FLORIDA FILE NO.: 93-2385 JULY 21, 1993 j i i i ® MI Andaman & Associates, Inc. OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (813) 533-0858 Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (407) 632-2503 Fort Myers, 2508 Rockfill Road, Fort Myers, Florida 33916, Phone (813) 337-1288 Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683 Port Charlotte, 740 Tamiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (813) 624-3393 Port St. Lucie, 1017 S.E. Holbrook Ct., Port St. Lucie, Florida 34952, Phone (407) 337-1200 Sarasota, 2500 .Bee Ridge Road, Sarasota, Florida 34239, Phone (813) 922-3526 Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (904) 576-6131 Tampa, 1406 Tech Boulevard, Tampa, Florida 33619, Phone (813) 620-3389 West Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone (407) 687-8200 MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials American Consulting Engineers Council Florida Institute of Consulting Engineers American Council of Independent Laboratories FERNWEED WEST Mc. INTYRE GREEN AREA W PARKING AREA B-1 B-2 B-6 B-5 9 SB-3 B-4 EX -1 EX -2 B B B-950 B-7 B-8 S POLICE STATION WEST ENID BORING LOCATION PLAN N,T.S. THIS SKETCH IS FOR ILUSTRATION ONLY E ARDAMAN & ASSOCIATES, INC. CFoundations Engineers Ma r StsO s. Nya g otopy, �dwent:onc and Materials Tec taffy KEY BISCAYNE POLICE STATION ENID & FERNWOOD KEY BISCAYNE, FLORIDA DoAV*. r. E.H. Jo -scent IT. CAM 7/20/93 "IA b APPROVED IIv. 93-2385 Legend: Symbol: VV V� Notes: Description: Fill Sandy Limestone Hand auger sample End of boring Symbol: Description: Sand SPT Sample sib No. of blows/ Penet- ration in inches Groundwater Table ENGINEERING CLASSIFICATIONS COHESIONLESS SOILS COHESIVE SOILS DESCRIPTION SPT "N" VALUE DESCRIPTION SPT "N" VALUE VERY LOOSE 0 TO 4 VERY SOFT 0 TO 2 LOOSE 5 TO 9 SOFT 3 TO 4 MED. DENSE 10 TO 29 MED. STIFF 5 TO B DENSE 30 TO 49 STIFF 9 TO 15 VERY DENSE > 50 VERY STIFF 16 TO 30 HARD > 30 Project No. 93-2385 Andaman & Associates. Inc SOIL TEST BORING SYMBOLIC LOGS BORING B-1 Project: KEY BISCAYNE POLICE STATION File No: 93-2385 Boring No: 8-1 Date: 7-15-93 Elevation: N/A Boring Location: SEE PLAN Casing Depth: N/A Drill Method: SPT/HSA Depth of Watertable:4.0' Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS & BLOW COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE DEPTH —0 FILL, l imerock . gray to brown fine to medium grained, some shells. SAND It gray fine grained, some silt. SAND gray medium grained, some shells. LIMESTONE It gray. 1 2 3 4 5 6 7 8 9 10 9 10 20 21 25 25 24 16 11 41 5/6 6/6 _ — 5 - 13/6 _ —10 — 15 ' ' ' —SAND, 1/6 — ` — 20 1 12/6 6/6 6/6 -25 �i ..a _ -- _ 9/6 - = 32/6 —30 Water Checked 7-15-93 END OF BORING 30'. Ardaman & Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING 8-2 Project:KEY BISCAYNE POLICE STATION Boring No: 8-2 Date: 7-15-93 Boring Location:SEE PLAN Casing Depth: N/A Drill Method:SPT/HSA Depth of Watertable:4.0' ELEV SOIL SYMBOLS 6 BLOW COUNTS / INCHES OF DEPTH PENETRATION —0 —5 —10 —15 —20 —25 —30 Mater Checked 7-15-93 6/6 11 5/66 4/6 3/6 3/6 5/6 5/6 1/6 5/6 24/6 25/6 25/6 13/6 14/6 14/6 18/6 8/6 11/6 4/6 5/6 10/6 10/6 6/6 12 9/66 9/6 END OF BORING 30'. File No:93-2385 Elevation:N/A Driller: S.G./C.E. Date Checked:7-15-93 SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE FILL, limerock. SAND It brown fine grained few organics. SAND gray fine to medium grained some shells. SANDY LIMESTONE It gray. AIM 1 2 3 4 5 6 7 8 9 10 11 16 7 10 39 50 27 36 20 15 12 18 Ardaman & Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING 8-3 Project:KEY BISCAYNE POLICE STATION Boring No: B-3 Date: 7-15-93 Boring Location:SEE PLAN Casing Depth:N/A Drill Method:SPT/HSA Depth of Watertable:4.0' File No: 93-2385 Elevation: N/A Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS 6 BLOW COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N- VALUE DEPTH —0 — FILL. 1 imerock . — SAND gray to brown fine to medium grained some shells. • SAND It gray fine grained, some silt. SAND gray medium grained some shells. SANDY LIMESTONE It gray. 1 2 3 4 5 6 7 8 9 10 11 29 11 12 35 40 31 40 12 7 26 15 - ►�����1 .����� 4 31/6// 21,6 - - _ —5 - —10 '6%6 .. '20/6 / 7 7/6 -15 /6 - —20 — 4/6 /4/6 14/615/6 —25 11/6 7/6 - 7/6 ��. 8/6 —30 Water Checked 7-15-93 END OF BORING 30'. Ardaman & Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING 8-4 Project: KEY BISCAYNE POLICE STATION Boring No: B-4 Date: 7-15-93 Boring Location: SEE PLAN Casing Depth: N/A Drill Method: SPT/HSA Depth of Watertable:4.0' File No: 93-2385 Elevation: N/A Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS 6 BLOM COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT N• VALUE DEPTH 0 FILL. l i me r o c k. FILL brown fine to medium grained few organics. SAND gray fine to medium grained some shells. LIMESTONE It gray to yellow. . 1 2 3 4 5 6 7 8 9 10 11 12 28 8 9 21 32 25 54 22 14 12 15 12 ���� 2/6 18/6 10/6 _ 5 :....45/6 . . . . : : : : 19/6 3/6 4/6 10 15 20 : • : : : : : : : : : : : : : ' ®096 B/6 8/6 25 7/6 65//6 6/6 30 Water Checked 7-15-93 END OF BORING 30'. Ardaman C Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING B-5 Project:KEY BISCAYNE POLICE STATION File No:93-2385 Boring No: 8-5 Date: 7-15-93 • Elevation: N/A i i I I i i I i Boring Location:SEE PLAN Casing Depth: N -/A Drill Method: SPT/HSA Depth of Watertable:4.0' Driller: S.G./C.E. Date Checked:7-15-93 ELEV SOIL SYMBOLS & BLOM COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE DEPTH ^° FILL. 1 imerock . SAND gray fine to medium grained. SANDY LIMESTONE It gray to yellow. 1 2 3 4 5 6 7 8 9 10 11 36 B 14 30 35 30 38 7 10 26 19 ` ►��I/ 23/6 13/6 17/ — _. '9/ - — 5 - - - - -10 —15 - —20 - 66 5/6 6 4/6 14/6 —25 12/6 •-- - - 6/6/6 •__ j e6 — 30 Mater Checked 7-15-93 END OF BORING 30'. t Ardaman C Associates, Inc l SOIL TEST BORING SYMBOLIC LOGS BORING B-6 Project: KEY BISCAYNE POLICE STATION File No: 93-2385 Boring No: B-6 Date: 7-15-93 Elevation: N/A Boring Location: SEE PLAN Casing Depth: N/A Drill Method: SPT/HSA Depth of Watertable:4.5' Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS S BLOM COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT"N" VALUE DEPTH FILL. l imerock . SAND gray fine to medium grained, few shells. LIMESTONE It gray. 1 2 3 4 5 6 7 B 9 10 11 35 13 12 36 32 30 24 10 10 21 13 —0 - ►����� 60/6 21/6 /��� 1g4/6 /•♦•♦• 6/66 _ - - — 5 - - - - — 10 - — 75 - — 20 - . . . . : : : : : ' . . . . '7/6 7/6 /6 6 19/%6 14/6 11/6 —25 ■�� j 10/6 - ■arm - 17[6 -� 8/6 Mater — 30 Checked 7-15-93 END OF BORING 30'. I Ardaman C Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING 8-7 Project: KEY BISCAYNE POLICE STATION File No: 93-2385 Boring No: B-7 Date: 7-15-93 Elevation: N/A Boring Location: SEE PLAN Casing Depth: N/A Drill Method: SPT/HSA Depth of Watertable:4.0' Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS 6 BLOW COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE DEPTH _® FILL, 1 imerock . — SILTY SAND brown fine grained, little organics. —SAND gray fine to medium grained, few shells. LIMESTONE. i 2 3 4 5 6 7 8 9 10 11 59 16 14 26 34 36 44 26 18 23 7 - = ► �,' ►.� �_I 30/6 29/6 17/6 7/6 9/6 z —5 '4/6 : 6%6 32/6 14/6 - —10 - —15 --20 - �5/i6 ''22/6 ' • • • • ; : ; ; 19/6 22/6 11/6 —SANDY 13 —25 10/6 • 3/6 4/6 --30 Mater Checked 7-15-93 END OF BORING 30'. Ardaman & Associates, Inc SOIL TEST BORING SYMBOLIC LOGS BORING B-8 Project: KEY BISCAYNE POLICE STATION File No: 93-2385 Boring No: B-8 Boring Location: SEE PLAN Casing Depth: N/A Drill Method: SPT/HSA Depth of Watertable:4.0' Date: 7-15-93 Elevation: N/A Driller: S.G./C.E. Date Checked: 7-15-93 ELEV SOIL SYMBOLS 6 BLOW COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE DEPTH —0 FILL sand and gravel gray. SILTY SAND mostly organics dark brown. gray fine to medium grained, few shells. SANDY LIMESTONE. 1 2 3 4 5 6 7 8 9 10 11 34 22 19 22 19 23 28 18 21 10 12 - - 1��'•' �� ��� A 53/5 12/6 22/6 17//6 17/65/6 —5 - 7 71'6 - - ~ ,--10 - —15 - 12/6 —20 I10 114/6 ' 6 —SAND — 7/6 56 —25 ■_:I 5/6 __— - 4g6 =I 5/6 — 30 Water Checked 7-15-93 END OF BORING 30'. Ardaman 6 Associates, Inc i i i i I i i i SOIL TEST BORING SYMBOLIC LOGS BORING B-9 Project:KEY BISCAYNE POLICE STATION Boring No: B-9 Date: 7-15-93 Boring Location:SEE PLAN Casing Depth:N/A Drill Method: SPT/HSA Depth of Watertable:4.0' File No:93-2385 Elevat ion: N/A Driller: S.G./C.E. Date Checked:7-15-93 ELEV SOIL SYMBOLS 6 BLOW COUNTS / INCHES OF PENETRATION SOIL DESCRIPTION SAMPLE NO. SPT'N' VALUE DEPTH _O FILL limerock. SILTY SAND brown fine grained little organics. SAND gray fine to medium grained, few shells. • SANDY LIMESTONE. 1 2 3 44 32 18 21 20 32 32 24 15 24 28 - 20/6 / 1 24/6 27/6 •�_♦�_•12/6 1 106 0/6 9/6 • -5 -10 -15 - 20 ' 1 �.� 14/6 - 12/6 -25 12/6 � - — yea 10/6 10/6 18/6 Water 7-15-93 -30 Checked END OF BORING 30'. I Ardaman C Associates, Inc July 19, 1993 File No. 93-2385 EXFILTRATION TEST RESULTS CONSTANT HEAD TEST TEST NO. 1 DEPTH SOIL DESCRIPTION 0'-2.5' FILL, limerock gravel 0.8'-10' SAND brown to gray fine to medium grained TEST DATE: 7-16-93 TEST LOCATION: SEE SKETCH NATURAL GROUND K = HYDRAULIC CONDUCTIVITY = 5.67E-05 (CFS/SQ.FT.- FT. HEAD) Q = AVERAGE FLOW RATE = 1.92E-03 (CFS) d = DIAMETER OF TEST HOLE = 0.33 (FT.) H2 = DEPTH OF WATER TABLE = 4.00 (FT.) Du = UNSATURATED HOLE DEPTH = 4.00 (FT.) Ds = SATURATED HOLE DEPTH = 6.00 (FT.) DEPTH OF HOLE = 10.00 (FT.) Qv !� q/2//e5 Evelio Horta,Ph.D.,P.E. Project Engineer Fla.Reg.No. 46625 ARDAMAN & ASSOCIATES. INC. Consuitig Engineers in Sots. Hydroptoioyy. o1MdCt.of.s Ofd M.SNsif Testing KEY BISCAYNE POLICE STATION ENID AND FERNWOOD KEY BISCAYNE, FLORIDA • p•w n E.N. occ.cs n• roc b ✓f+m'.t s.• 93-2385 1 'c. 7/20/9i July 19, 1993 File No. 93-2385 EXFILTRATION TEST RESULTS CONSTANT HEAD TEST TEST NO. 2 DEPTH SOIL DESCRIPTION NATURAL GROUND 0'-2.5' FILL, limerock gravel 0.8'-10'. SAND brown to gray fine to medium grained : d : TEST DATE: 7-16-93 TEST LOCATION: SEE SKETCH H2 //////////// Du WATER TABLE Ds R = HYDRAULIC CONDUCTIVITY = 1.41E-05 (CFS/SQ.FT.- FT. HEAD) Q = AVERAGE FLOW RATE = 5.27E-04 (CFS) = DIAMETER OF TEST HOLE = 0.33 (FT.) 117 = DEPTH OF WATER TABLE = 4.58 (FT.) = UNSATURATED HOLE DEPTH = 4.58 (FT.) na = SATURATED HOLE DEPTH = 5.42 (FT.) p1;PTH OF HOLE = 10.00 (FT.) Evelio Horta,Ph.D.,P.E. Project Engineer 1'la.Reg.No. 46625 ARDAMAN & ASSOCIATES, INC. Consulting Engineers n SM s. Nydrogeo,ogy, Pounomons end Meter,sis Testing KEY BISCAYNE POLICE STATION ENID AND FERNWOOD KEY BISCAYNE, FLORIDA ee.VM s.• E.H occ.co s.. 7/20/93 rn[ w 93-2385 ✓MOKC s.• IN -PLACE PERMEABILITY TEST RESULTS VMS Key Biscayne Hotel Key Biscayne, Florida Law Engineering Job No. SFD-G-4625 Date Performed:.August 14, 1988 TEST PO. DIAM. DEPTH GROUND AVG. FLOW K, HYDRAULIC OF OF THE WATER RATE CONDUCTIVITY HOLE HOLE LEVEL (GPM) (CFS/FT2-FT.HEAD) (IN.) (FT.) DEPTH (FT.) P-1 P-2 P-3 -4 12 1Q 2.8 10.4 3 x 10 -4 12 10 2.7 3.9 1 X 10 ' -4 12 10 3.8 6.0 1 X 10 Note: The above hydraulic conductivities are for trench drains installed to the same depth as the borehole seepage test. The hydraulic conductivity is expressed as inflow per foot of head per linear foot of trench. The value represents an ultimate value. The designer should decide on the required factor of safety. i F14 B Fat 9 4404 .41 114444414 51 14 C.W10 4 f. rt44rs. 144. 411 4f1.4a14 4 f1. 1.4 1M 4 1•f 111.4444 440 1. 547 045+ 144 54. 4u: 1-11-N 14 4.. 5: 0 f.14 e4at44 Test 6 T..e 0441.5 4546144 h. .e ..4 414144 0 $0 100 1 15 +1. I. Feet See l.: P.140. .1iV10, .e. PARCEL B L UT .099 Milt 5-13 0 0-15 CNot e: Th e field tests pe rform ed at the time of this inv estig ation are: Soil Test Bori ngs B-1 thru B-22 and Per col atio n Tests P-1 thru P-3 . PROPOSED HOTEL STRUCTURE I 11-10e L. B ---n 1 M--� 'GOPO❑ ❑ ❑ I 1 1 mI l 1 211114C 1011/41041 —.._o. -, e 0 T — L_ 0 ❑ ❑ •at3DD 3D 1~; ❑ trnwi -)--e., COAST AL G r- '1 CONSTRUCTION 1 L_j 1 LINE 5M 1 .7 51.1.70. ON01 T.7 51.1.7 .. . 0-14 6 110 .0 1101 04411 544_ 4..1+:. 4. IT JO G7ri Est. 1959 FLORIDA TESTING & ENGINEERING, INC. August 16, 1993- Attn: Ms. Linda Bell Williams Hatfield and Stoner 3191 Coral Way, Suite 804 Miami, FL 33145 Reference: Key Biscayne Stormwater Master Plan Key Biscayne, Fl Dear Ms. Bell: This office has conducted a s subsoil investigation for the above referenced project. The purpose of this investigation was to define the current subsurface conditions and to determine the hydraulic conductivity of the soil at the sites for the Key Biscayne Stormwater Master Plan. The testing consisted of 5 (five) hand auger borings, taken to a depth of 20 feet deep and 5 usual condition open hole percolation tests. The auger boring and percolation test locations are as indicated on the boring logs and exfiltration test result sheets and also in Figure 1 enclosed with this report. The borings show that the soil in the locations tested consists mostly of tan, gray to brown sand with shell. Enclosed please find the results of our field testing as shown in the table shown below. Five Usual Condition Open Hole Percolation Tests were performed. Calculation of hydraulic conductivity yielded the following: 1 877 N.W. 61 Street • Fort Lauderdale, Florida 33309 • (305) 938-4400 • FAX (305) 938-8900 The above values for the hydraulic conductivity show that the soil can be defined as pervious. If you have any questions please feel free to contact this office. Sincerely Yours, Abdul Moudud. Staff Geotech. Engr. r:'smart\geotechk93081930666.sam Dr. Makbul Hossain, P.E. Senior Engineer Fla Registration No. 46834 2 e a Est. 1959 r+ "m11• reeTvur_ t eu/aueeolue: lur P.a2 Pg AIM r . • w• ••-. _ , -.r •_ .r al.,. a. - .1\..a1lV Y .^' :wt. :rev" -so .. . 1aAL/ • • 1: �106F,do�d� 'da,4D, PZ fr 1LI. Ai.: lto.44 • soviN ) 4 $ iv A. D Ri yc a.f .. rsn ar• •..... 19.2 The ISI mart New*, Key aecirr.. 11149. Reoroiuclon o:onCr,eo. P-� zs w0 . 1 I i Figure I FrE Est. 1959 e' noon* TCCTIN(: • FN(:INFFRIN(: IN(` Est 1959 FLORIDA TESTING & ENGINEERING, INC. TEST BORING REPORT CLIENT: Williams, Hatfield and Stoner PROJECT: Key Biscayne Storm Wtr. M.P. Key Biscayne, FL LOCATION: North Side of 150 Harbor Drive DATE: 8/11/93 ORDER NUMBER: 930666 BORING NUMBER: 1 DRILLER: Bruce Hill WATER LEVEL: 3.5 Feet at 5:05 P.M. S.P.T.: 140 lb HAMMER; 30 INCH DROP; S.P.T.: 2 ft SPLIT SPOON SAMPLER DEPTH VISUAL CLASSIFICATION ft LAYER THICKNESS ft 1 ' ' ' ' ' ' '' ' _ • is Tan Sand and Limerock. 1 I : : : : ':::';`':':';': 1.0 . ‹../../..1..1. _ •...—. Brown Medium Fine Silica Sand with _ 2 ;:;:; ;:;:;•;•;:; ; ;:; trace of Shell. _— 3 ::::rrrr:• 4 :t:::::. 't: tt: 3.0 _ Grey Medium Fine Silica Sand with Shell. __6 '•'•••::::!:!!...`...:.;:.::: _ : rrrr: rrrr _— 9 ::': : rrr:•: • 10 :';':';';'_';'v'.';' • --11 :;';..;<i;' _ 12 -- 14 ;; ''; _' ' _ 15 r: _ 16 : _ 17 r:rrrrrrr 18 _ 19 : rrrrrrrr: r 20 16.0 PAGE 1 OF 1 TEST TERMINATED AT 20.0 FEET The above test boring was conducted in accordance with AS.TM designation D-1586 HAMMER BLOWS on SAMPLER HAMMER BLOWS on CASING Hollow Auger ELEVATION Unknown ft. M.S.L. 877 N.W. 61 Street • Fort Lauderdale, Florida 33309 Dl,nno• oZA_ddM • PAN,. f'.f1R1 QZR-RQM MIN IMF IMF Est 1959 FLORIDA TESTING & ENGINEERING, INC. TEST BORING REPORT CLIENT: Williams, Hatfield and Stoner PROJECT: Key Biscayne Storm Wtr. M.P. Key Biscayne, FL LOCATION: East Side of 525 Allen Dale Road DATE: 8/11/93 ORDER NUMBER: BORING NUMBER: DRILLER: WATER LEVEL: 930666 2 Bruce Hill 3.0 Feet at 2:30 P.M. S.P.T.: 140 lb HAMMER; 30 INCH DROP; S.P.T.: 2 ft SPLIT SPOON SAMPLER DEPTH VISUAL CLASSIFICATION ft LAYER THICKNESS ft _ Tan Medium Fine Silica Sand with Silt. _ 1 :':':':':':':':':': :':' __ 2 : :'� ::::• 3 ..... •t: i'rrf: 3.0 Grey Medium Fine Silica Sand with Shell. — __4 • • • • ' • : : :rrn :: __ 5 rr� : rr:: :'�' __6 rrrrrrr = 7 :':':':':':':':':':'_':' __8 __9 __10 • __ 11 :: : 1:: : :' = 12 :: :::: ::::':':' __ 13 '.•'.•'.•:.•:.•:.•!•!•:•:•'..!. r� 14 _— 15 : : : :: : : : :::: : 16 _ :�::; ;::'_ _ 17 :•: :••rrrr:••r:•' __18 r:: r:: •:r: r: r:' ' 20 17.0 PAGE 1 OF 1 TEST TERMINATED AT 20.0 FEET The above test boring was conducted in accordance with AS T.M. designation D-1586 HAMMER BLOWS on SAMPLER HAMMER BLOWS on CASING ELEVATION Unknown ft. M.S.L. Hollow Auger 877 N.W. 61 Street • Fort Lauderdale, Florida 33309 Phone: (305) 938-4400 • Fax: (305) 938-8900 MEIN Est 1959 FLORIDA TESTING & ENGINEERING, INC. TEST BORING REPORT CLIENT: Williams, Hatfield and Stoner PROJECT: Key Biscayne Storm Wtr. M.P. Key Biscayne, FL LOCATION: 462 Ridgewood Road DATE: ORDER NUMBER: BORING NUMBER: DRILLER: WATER LEVEL: 930666 3 Bruce Hill 3.5 Feet S.P.T.: 140 lb HAMMER; 30 INCH DROP; 8/11/93 S.P.T.: 2 ft SPLIT SPOON SAMPLER DEPTH VISUAL CLASSIFICATION ft LAYER THICKNESS ft _ Brown and Tan Medium Fine Silica Sand. __2 ;:;;;;;;::0:0:::;;;; ' _ 3 .;;;0:.;;;;;;;;;;;;;;; _ 4 ;•••:•••??i•••;•"•;•.• 5 :•'t—% ii{t': 5.0 Tan Medium Fine Silica Sand. _ 6 :':'rl:rrs ..r:• _ 7 .......rr.r:....!: 8 9 /....}:trt: 4.0 _ :. ;;•; Grey Medium Fine Silica Sand. __12 _ 13 r,%........-.....-....... i4 :.;._',._.,.�.:._'.._.;. --15 �'r: rrrr!•rr _ 16 rr::•:':':•:*:fig _ 18 •:'; �� �� • • � :': _ 20 11.0 PAGE 1 OF 1 TEST TERMINATED AT 20.0 FEET The above test boring was conducted in accordance with AS.TM designation D-1586 HAMMER BLOWS on SAMPLER HAMMER BLOWS on CASING ELEVATION Unknown ft. M.S.L. Hollow Auger 877 N.W. 61 Street • Fort Lauderdale, Florida 33309 Phone: (305) 938-4400 • Fax: (305) 938-8900 111111, 111111, Est 1959 FLORIDA TESTING & ENGINEERING, INC. TEST BORING REPORT CLIENT: Williams, Hatfield and Stoner PROJECT: Key Biscayne Storm Wtr. M.P. Key Biscayne, FL LOCATION: East Side of 630 South Masnata Drive DATE: ORDER NUMBER: BORING NUMBER: DRILLER: WATER LEVEL: 930666 4 Bruce Hill 3.5 Feet at 12:25 P.M. S.P.T.: 140 lb HAMMER; 30 INCH DROP; 8/11/93 S.P.T.: 2 ft SPLIT SPOON SAMPLER DEPTH VISUAL CLASSIFICATION ft LAYER THICKNESS ft _ Tan Medium Fine Silica Sand __1 ;.;.;.;.; ; ; ;•; ;•;•; with trace of Silt. 2 5 t::tiri :t: 5.0 _ Brown Medium Fine Silica Sand __6 ; ;;;;;;;;• ;; with trace of Marl. 8 3.0 _ t..•• '.'.... Tan Medium Fine Silica Sand with Shell. 10 9'f ''i'i•i'i•i f'i i'i' 11 i'f•i'i'i•f i•f f'f i'f 12 i•f•i'i'i'f'f•i'f'i'i i' _ 13 • _— 14 ;��':'��; • __15 '''; 16 '-.e.e.':' _ 1 _-18 ... :'�'�'�'�'.'......�' _— 19 : :••!•: > 8 20 12.0 PAGE 1 OF 1 TEST TERMINATED AT 20.0 FEET The above test boring was conducted in accordance with AS T.M. designation 0-1586 HAMMER BLOWS on SAMPLER HAMMER BLOWS on CASING ELEVATION Unknown ft. M.S.L. Hollow Auger 877 N.W. 61 Street • Fort Lauderdale, Florida 33309 Phone: (305) 938-4400 • Fax: (305) 938-8900 IIM P Est 1959 FLORIDA TESTING & ENGINEERING, INC. TEST BORING REPORT CLIENT: Williams, Hatfield and Stoner PROJECT: Key Biscayne Storm Wtr. M.P. Key Biscayne, FL LOCATION: 190 Island Drive, South Side of Road. DATE: ORDER NUMBER: BORING NUMBER: DRILLER: WATER LEVEL: 930666 5 Bruce Hill 6.0 Feet at 10:35 A.M. S.P.T.: 140 lb HAMMER; 30 INCH DROP; 8/11/93 S.P.T.: 2 ft SPLIT SPOON SAMPLER DEPTH VISUAL CLASSIFICATION ft LAYER THICKNESS ft Brown Mediun Fine Silica Sand. _ 1 4 •:: 'r'ra''r'r'r .: 4.0 _ Grey Mediun Fine Silica Sand with Shell. 7 __8 9 --10 :•:•:•:•::::� r• -- 12 �'�'> >'�' '�'�'_'�'�'�' __13 : �:•:•:•'> ;'> ;' 15 :.:.:.:.: .:..•!•!•!•!•:•!•:.• !••!: __16 ;'; •'•:•.••.•'r;••.•'r •.•• _ 17 •:'•:'_':'•:'_'_'•.'_';'_'_' 18 :.:.:.:.:.:.•:.:.•:._ _ 19 •:•:•:•:•:•,•,•:'• :•r• 20 16.0 111110. PAGE 1 OF 1 TEST TERMINATED AT 20.0 FEET The above test boring was conducted in accordance with AS T.M. designation D-1586 HAMMER BLOWS on SAMPLER HAMMER BLOWS on CASING ELEVATION Unknown ft. M.S.L. Hollow Auger 877 N.W. 61 Street . Fort Lauderdale, Florida 33309 Phone: (305) 938-4400 • Fax: (305) 938-8900 Report of Usual Condition Open Hole Percolation Test Project Name Client: Project Location: Test Location: KEY.BISCAYNE S.W.M.P. Test Number P-1 WILLIAMS, HAf"rtLD & STONER KEY BISCAYNE. FL Project Number: 930666 Tested By BRUCE HILL NORTH SIDE OF 150 HARBOR DR Date Tested AUGUST 11, 1993 Soil Description: 0 - 1' 1 -4' 4- 15' TAN SAND AND LIMEROCK BROWN MEDIUM FINE SILICA SAND WITH TRACE OF ORGANIC GREY MEDIUM FINE SILICA SAND WITH SHELL Remarks: 1. Water Table below existing grade 2. Test Depth . 3. Diameter of Tube is 6 inches. 3.5 Ft 15 Ft 1 5.00 11 2.25 21 2.00 2 3 4 5 6 7 8 9 10 4.00 3.25 3.00 3.00 3.00 3.00 2.75 2.50 2.25 12 13 14 15 16 17 18 19 2.25 20 2.25 2.25 2.25 2.00 2.00 2.00 2.00 2.00 22 23 24 25 26 27 28 29 1.75 1.75 1.75 1.75 1.50 1.50 30 1.50 1,50 1.50 Hydraulic Conductivity (K) I :\S MARTGEOTEC H1930T W HO666 P 1.SAM Stabilized Flow (gal) 0.049994 x 10"' CF'S /F F1 -FT BEAD 1.65 FIE Est. 1959 FLORIDA TESTING & ENGINEERING. INC. Report of Usual Condition Open Hole Percolation Test Project Name KEY BISCAYNE S.W.M.P Test Number P.2 Client: WILLIAMS, HATFIELD & STONER Project Number: 930666 Project Location: KEY BISCAYNE. FL Tested By BRUCE HILL Test Location: EAST SIDE OF 525 ALLEN DALE Date Tested AUGUST 11, 1993 ROAD Soil Description: 0-3' 3-15' TAN MEDIUM FINE SILICA SAND WITH SILT GREY MEDIUM FINE SILICA SAND WITH SHELL Remarks: 1. Water Table below euisting grade 2. Test Depth 3. Diameter of Tube is 6 inches. 3 Ft 15 Ft 1 4.00 11 ............................... 0.50 21 2 2.25 12 0.50 22 0.25 3 1.50 13 0.50 23 0.25 4 1.00 14 0.50 24 0.25 5 1.00 15 0.50 25 0.25 6 0.75 16 0.25 26 0.25 7 0.75 17 0.25 27 0.25 8 0.75 18 0.25 28 0.25 9 0.50 19 0.25 29 0.25 10 0.50 20 0.25 30 0.25 Stabilized Flow (gal) Hydraulic Conductivity 0.008675 x 10" CFS/FI'-FT HEAD (TO I:\S MARTtGEOTEC H193O81 W HO666P2.SAM 0.25 FrE Est 1959 F4 ORIGA TESTING & ENGINEERING. INC. Report of Usual Condition Open Hole Percolation Test Project Name Client: Project Location: Test Location:. KEY BISCAYNE S.W.M.P. WILLIAMS. HATFIELD & STONER KEY BISCAYNE, FL 462 RIDGEWOOD ROAD Test Number P-3 Project Number: 930666 Tested By AVERY YATES Date Tested AUGUST 12, 1993 Soil Description: 0-5' 5 - 9' 9 - 20' BROWN AND TAN MEDIUM FINE SILICA SAND TAN MEDIUM FINE SILICA SAND GREY MEDIUM FINE SILICA SAND Remarks: 11 1.25 21 1.00 1 I. Water Table below existing grade 2. Test Depth 3. Diameter of Tube is 6 inches. 2.00 3.5 Ft 15 Ft fiViAee`.2�:i>% 2 2.00 12 1.25 22 1.00 3 2.00 13 1.25 23 1.00 4 1.75 14 1.25 24 1.00 5 1.75 15 1.25 25 1.00 6 1.75 16 1.00 26 1.00 7 1.50 17 1.00 27 1.00 8 1.50 18 1.00 28 1.00 9 1.50 19 1.00 29 1.00 10 1.50 20 1.00 30 1.00 Hydraulic Conductivity (K) I; \SMARTOEOTECH'9308\WH0666P3.SAM Stabilized. Flow (gal) 0.030299 a 103 CFS /F'N-FT HEAD 1.00 FrE Est 1959 FLORIDA TESTING i ENGINEERING. INC. Report of Usual Condition Open Hole Percolation Test Project Name Client: Project Location: Test Location: KEY BISCAYNE S.W.M.P. WILLIAMS, HA l r LEL!) & STONER KEY BISCAYNE. FL EAST SIDE 630 SOUTH MASNATA DRIVE Test Number P-4 Project Number: 930666 Tested By BRUCE HILL Date Tested AUGUST 11, 1993 Soil Description: 0-5' 5-8' 8 - l5' TAN MEDIUM FINE SILICA SAND WITH TRACE OF SILT BROWN MEDIUM FINE SILICA SAND WITH TRACE OF MARL TAN MEDIUM FINE SILICA SAND WITH SHELL Remarks: 1 Water Table below existing grade 2. Test Depth 3. Diameter of Tube is 6 inches. Stabilized Flow (gal) 0.053781 a 10- CES,FP-FT HEAD 1.78 5.50 5.00 5.00 5.00 4.50 4.00 3.75 3.75 3.50 3.00 ............. ...................... Hydraulic Conductivity (K) 1:'.SMARl1GEOTECH19308tWHO666P4. SAM 12 13 14 15 17 18 19 20 3.25 3.00 3.00 3.00 2.75 2.50 2.50 2.50 2.25 2.25 3.5 Ft 15 Ft 24 25 26 27 28 29 2.00 2.00 2.00 2.00 2.00 1.75 1.50 1.50 1.50 1.50 FTE Ess '959 FLORIDA TESTING A ENGINEERING, INC. Report of Usual Condition Open Hole Percolation Test Project Name KEY BISCAYNE S.W.M.P. Test Number P-5 Client: waLLlAM.S, HAir>ELD . STONER Project Number: 930666 Project Location: KEY BISCAYNE., FL Tested By BRUCE HILL Test Location: 190 ISLAND DRIVE - APPROX. 15' Date Tested AUGUST 11, 1993 SOUTH OF ROAD Soil Description: o - 4' 4 - 15' BROWN MEDIUM FINE SILICA SAND GREY MEDIUM FINE SILICA SAND WITH SHELL Remarks: L. Water Table below existing grade 2. Test Depth 3. Diameter of Tube is 6 inches. 6 Ft 15 Ft 8.00 11 3.75 21 3.50 2 7.00 12 3.75 22 3.50 3 5.50 13 3.50 23 3.25 4 4.50 14 3.50 24 3.25 5 4.50 15 3.50 25 3.25 6 4.25 16 3.50 26 3.25 7 4.25 17 3.50 27 3.25 8 4.25 18 3.50 28 3.25 9 4.25 19 3.50 29 3.25 10 4.00 20 3.50 30 3.25 Stabilized Flow (gal) 3.30 Hydraulic Conductivity 0.064339 i 104 CPS/Fr-FT HEAD (K) I ;'S M ART ,G EOT E C H\9308\ W HO666'1'5. S AM FTE Est. 1959 FLORIDA TESTING & ENGINEERING. INC. " r = I L I GEOTECHNICAL ENGINEERING STUDI PROPOSED DRAINAGE IMPROVEMENTS VILLAGE OF KEY DISCAYNI KEY BI CAYNE, FLORIDA Prepared Fo WILLIAMS, HATFIELD & STONER, INC 3191 Coral Way, Suite 80-? Miami, FL 3314A r4 ammo.. Langan Engineering and Environmental Services, Inc. Prepared By. • LANGAN ENGINEERING ANL ENVIRONMENTAL SERVICES, INC 20803 Biscayne Boulevar Suite 110 Waif -Miami Beach L 3- ' U ire' Rudolph P."Frizzi, P.E. K. Pet Yu, P.L. 6 January 199 6025101 CONTENTS Page 1 i INTRODUCTION PROJECT DESCRIPTION ,I 'i SUBSURFACE INVESTIGATION 1 Field Investigation 1 Laboratory Investigation 2 SUBSURFACE CONDITIONS 2 Fill (Stratum 1) 2 Intermixed Sand, Silt, and Peat (Stratum 2) 2 Shelly Sand (Stratum 3) 3 Limerock (Stratum 4) 3 Sand (Stratum 5) 3 Groundwater 3 FOUNDATION EVALUATION 4 FOUNDATION RECOMMENDATIONS 4 CONSTRUCTION DOCUMENTS AND ENGINEERING INSPECTION 5 LIMITATIONS 6 FIGURES 1 BORING LOCATION PLAN 2 BORING PROFILE A -A 3 BORING PROFILE B -B 4 BORING PROFILE C -C APPENDICES A BORING LOGS i B SUMMARY OF LABORATORY TEST RESULTS 1 1 J .1 INTRODUCTION We have performed a geotechnical study for the proposed storm drainage basin and well system for the Village of Key Biscayne, Florida. The purpose of the study was to: 1) obtain subsurface site information in the vicinity of the proposed drainage basins and the general Village area, and 2) evaluate the results of the investigations and develop appropriate foundation recommendations for the proposed construction. Our work was done in general accordance with our 19 November 1993 proposal, and subsequent written authorization by Ms. Linda Bell of Williams, Hatfield & Stoner, Inc. given on 30 November 1993. Our understanding of the proposed project is based on information furnished by and discussions with Ms. Befi. PROJECT DESCRIPTION The proposed construction is to consist of a drainage basin and well system installe d within the Village of Key Biscayne. A series of drainage basins with deep wells, settlement tanks, catch basins, and associated underground piping are to be constructed. Drainage basins and° tanks are to extend about 9 ft to 10 ft below existing grades. The pipe is to be° either t$ -in or 24-in-dia corrugated bituminous coated steel or aluminum with invert about 5 ft below existing grades. No change in existing grades is proposed. The exist(ng grades within the roadway "right-of-way" typically range from about el +4 to el +5.5. Based on our review of historic aerial photographs on file at the Dade County Building and Zoning Department dating back to 1993, no noticeable significant changes in the existing shoreline or general Village topography appear to have occurred over the past 30 years. SUBSURFACE INVESTIGATION Field Investigation A field investigation consisting of drilling 12 borings was performed on 13 and 14 December 1993. The borings are identified as B1 through B12 and their approximate locations are shown on Figure 1. Borings B3, B5, and B9 were each drilled to a depth of 30 ft, and the remaining borings were each drilled to a depth of 20 ft at general locations (aid out by Ms. Bell. All borings were drilled by TMD Services, inc. of Port St. Lucie, Florida using a Mobile Drill B53 All Terrain Vehicle (ATV) rig under the full time inspection of our Staff Engineer, Mr. Tony Nichlany. ' Complete underground utility mark -outs, were ordered from Underground Notification Center Liaison for 1 Z+7 Excavators (UNCLE) and performed by others prior to drilling any of the borings. i 1 Standard Penetration Testing was done continuously in the upper 10 ft, and at 5 ft intervals thereafter in each boring. Standard Penetration Resistances, N -Values, along with classifications of the recovered soil and rock materials were recorded on field boring logs. Copies of these logs are given in Appendix A. Representative samples were taken from the borings and .shipped to our Geotechnical Laboratory for confirmation of field classifications and testing. All boreholes were backfiiled immediately after completion. Laboratory Investigation All soil and rock samples :were visually examined and classified in our Geotechnical Laboratory. The laboratory investigation consisted of 29 natural water content (ASTM D-2216) soil index property determinations. The laboratory test results are summarized in Appendix 3. SUBSURFACE CONDITIONS Based on the borings drilled for this study, the generalized subsurface conditions at the project site consist of five strata. They are, in descending order fill; intermixed sand, sift, and peat; shelly sand; limerock; and sand. Boring profiles showing the generalized subsurface conditions are included as Figures 2 through 4, respectively. The following describes each stratum and the observed groundwater conditions. Fill (Stratum 1) The till stratum generally consists of fine sand with some limerock fragments and varying proportions of silt. Its thickness ranges from about 1 ft to 6 ft, and averages about 3 ft thick. N - values ranged from 7. blows/ft to 32 blows/ft, and averaged 18 blows/ft. intermixed Sand, Silt, and Peat (Stratum 2) Below the fill, a stratum of intermixed sand, silt, and peat was found at elevations ranging from about el +3 to el -1. N -values in this stratum typically ranged from 2 blows/ft to 7 blows/ft, and averaged 4 blows/ft. Natural water contents typically ranged from 31% to 389%, with the high natural water contents measured in samples containing higher proportions of peat. In the general Village area, the thickness of this stratum was typically found to range from about 3 ft to 5 ft. In 2 7 {3 borings 81 and 82 drilled on Mashta Island, it was found to be about 17.5 ft and 14.5 ft thick, respectively. This stratum was found to be 8 ft thick in 8orirrg 83 drilled on the western edge of the Village near Hurricane Harbor. i 1 i 1 Shelly Sand (Stratum 3) The shelly sand stratum was found at depths ranging from about 4 ft to 11 fit (about el 0 to el -6) below the ground surface in the general Village area. It was found at depths of about 19.5 ft (about el -15.1) and about 17.5 ft (about el -13.1) in borings B1 and B2, respectively drilled on Mashta Island. Based on borings that, penetrated this stratum, its thickness was found to range from about 10 ft to 16 ft. This stratum is generally medium dense, with N -values typically ranging from 6 blows/ft to 33blows/ft, and averaging 23 blows/ft. Umerock (Stratum 4) The limerock stratum is light tan to white oolitic limestone of the Miami Formation and was found in borings B3, B5, and B9 at depths ranging from about 19 ft to 22 ft (about el X15). The remaining borings were terminated above this stratum. Based on the two borings that penetrated this stratum, the limerock was found to range in thickness from about 7 ft to 9 ft. This stratum is moderately to well cemented with measured N -values ranging from 12 blows/ft to 34 blows/ft, and averaging 23 blows/ft. Sand (Stratum 5) The sand stratum found in borings B3 and B5 is comprised of loose to medium dense light gray to green fine sand of the Fort Thompson Formation. Two N -values in this stratum measured 8 blows/ft to 14 blows/ft. G roundwa ter Groundwater levels were first found in the borings at depths ranging from about 3 ft to 6.5 ft (about el -2.5 to el +1.5). The lower groundwater levels found in selected borings are not expected to reflect the overall groundwater level within the site area. Rather, the groundwater level within the site area is expected to be typically found al depths between about 2 ft to 4 ft (about el +1 to el +2) and to fluctuate with the tide in the nearby Biscayne Bay and Atlantic Ocean. The latest Flood insurance Rate Map (FIRM) number 12025CO281H (panel 281 of 575) 3 effective 20 January 1993 indicates the 100 year flood level in the project site area varies from el +9 to el +12. FOUNDATION EVALUATION Potentially compressible soils were typically found within about 6 ft to 9 ft below the ground surface in the general Village area, and to as deep as about 19.5 ft in the Mashta Island area. Based on our review of historic aerial photographs, the existing Village of Key Biscayne does not appear to have had significant changes in shoreline or topography over the past 30 years. Therefore, the compressible soils have been consolidating for over 30 years under the existing overburden. Due to the presence of organic matter, long-term compression of these soils is expected to continue at a reduced rate in proportion to the Iogarthm of time. This is known as secondary compression. Based on our extensive experience concerning the long-term compression characteristics of similar soils, we anticipate the future compression of these soils over the next 30 years would be about 0.5 inch 'to 1 inch.. This settlement is due to continuing secondary compression presuming no new fill is placed to raise grades in the area of the proposed construction. This magnitude of future settlement is expected to be within tolerable limits for typical storm drainage construction. Since the proposed drainage basins and tanks areto extend to about 9 ft to 10 ft below existing grade, the potentially compressible soils of Stratum 2 would likely be removed in the mass excavation work done in the general Village area. At drainage basin and tanks installed on Mashta Island and along all pipe alignments, these soils would likely exist below the normally required excavation depths. Since the mass excavation would result in a reduced stratum thickness, future settlements due to continued consolidation of these soilsare expected to be minimal during the design life of the proposed construction. Although future settlement could be practically eliminated if all the Stratum 2 soils were removed, this is not considered necessary or practical. Removal of these soils to 2 ft below the pipe or drainage basin/tank invert (or to the underlying shelly sand stratum, whichever is found first) and replacement with 3/4 -inch crushed stone is expected to be satisfactory. FOUNDATION RECOMMENDATIONS The proposed drainage structures and pipes may bear on proper bedding placed on the 4 7 i 1 1 7 i 1 1 i 1 excavated subgrade after performing Stratum 2 removal as discussed the following criteria. In areas where soil of Stratum 2 is found at the proposed drainage basin, tank, or pipe subgrade levels, this soil should be removed to a depth of 2 ft below the invert level, or to the underlying shelly sand stratum (whichever is encountered first), and replaced with 3/4 inch crushed stone. The drainage basins and tanks should be placed, filled with water, and allowed to sit for at least 3 days before pipe connections are made. In areas where mass excavation results in the Stratum 2 soils being completely removed at the excavation subgrade level, a minimum of 6 inches of 3/4 inch crushed stone may be used. No other special procedures would be required. To minimize the excavation area and to maintain a safe and stable excavation, we recommend sheetpiles be used for the installation of the drainage structures that are to extend 9 ft to 10 ft below existing grades. Trench boxes may be adequate for drainage pipe trench excavation support in areas where excavations are to be 5 ft below existing grades. If no lateral ;supports are used in the excavations, the excavation sides should be sloped in accordance with all applicable safety codes and regulations. The excavated Stratum 2 soils should be immediately loaded and trucked off -site, and not left on- site_in tockpiles. _Inorganic_granular_soils-excavated-during--the-mass-exsavetien-work-ean-bc reused as compacted backfill. All necessary backfilling work should be done in properly dewatered excavations. The backlit, should be placed in maximum 8 -inch -thick loose lifts and compacted using a suitable hand operated vibratory compactor to at least 95% of the material's maximum dry density as determined by ASTM 131557. if dewatering is not accomplished, 3/4 inch crushed stone should be used as backfill to the water table. A layer of filter fabric, such as Mirafi 140N or equivalent, should be placed over the crushed stone and the remaining trench should be backfilled and compacted as recommended above. CONSTRUCTION DOCUMENTS AND ENGINEERING INSPECTION We should review the project construction documents to assure the recommendations given herein are properly incorporated. We also recommend that all excavation and backfilling work be inspected. and tested by a representative of our firm. Our inspection is an integral part of the recommendations given herein, and is necessary to maintain the continuity of our responsibility on the project. 5 '2ZI LI LIMITATIONS The recommendations given in this report represent our best engineering judgement as to the appropriate foundation system and associated site preparation procedures for the proposed construction. Any changes or revisions in the current development plans may have a significant impact on the recommendations given herein. These changes or revisions (if any) must be immediately brought to our attention such that the appropriateness of our recommendations can be evaluated. Due to the presence of organic soils and the fact that certain special site preparation procedures are required, our continued involvement on the project, including our review of the project construction documents and full-time inspection during the work, is necessary for us to assume any responsibility for the recommendations given herein. 1 .1 1. i 1 6 722 �T1 TT aT __.1 _ O PAN OON P AA:C I 1 1 4 A 1 4. • v, 1 4. CITY LAU►9 AT NOAIH LINE OP 811 OAGGS STATE PAW T a11[NI (A$T CNO OR. VILLAGE OF KEY BISCAYNE, FLORIDA WILLIAMS. HATFIELD & STONER, INC. NOTES: 1. ALL 80RING LOCATIONS ARE APPROXIMATE. 2. 3ORING LOOS ARE INCLUDED IN APPENDIX A. Langan Engineering and Environmental Services, Inc. Etvw000.lRY NJ. NEav sOwR w . Ui4MI rt , wE5/ Pat 8E&G1. ft .OUYt ESi(1HN PA VILLAGE OF KEY BISCAYNE BORING LOCATION PLAN KEY BISCAYNE FLORIDA V zZ3 Pna1 6025101 SCALE N.T,S. DATE 12/22/93) F1, N0 o - - - - IS r4. 4) (µ2..f4.4)) lv t;) b4 FILL: ` Ana �- �1 73 -8 (' la.c SILT" 1. 4 Sl acit f .10A1:4D; c Acc. arilk 1 c am+?+oK.r .pe:rF f •, ak 77 I f 144 IC 25 I I: 1 is 31 '4 4,44441 `2tKIL> -7 c4 hi 1a F- t .... 4lA.41 Anal 74 L i .^.! Ale '�l�.l', :rm/ �Nf; 121 `x, • 4 1114 5k J11 'Awl> LE GEND . ��.. WATFN L EV[ LWu6NFWLar iou N111Y1 uoxI NO. N sTANOAN O ranT INATI ON RESIaTANCS. N.viy.ue NI LOWSNOOT1. �J NAT URAL W AFE R CO NTE NVtrl, M OTES; 1. s al FI GURE 1 FON SORV10 LOC ATIONS. L MS M OMMA FWOFIL S GIVES ONL Y A OffU H*L O ESCNIPT1o N JF Mid OIFFE RtlT ST RAT AEN COUNTENFA. REFE R TO INOWI OUAL DIMI NO LO OS FOR MORE COWLSTS OSSCR1 PTIONS . I. sQ 4( VAALATIO Us W STR ATU M TI UCK NEss ANU MI ATSRIAL CONSTITUeNjS sNOULD et RKRECTSD WOW OOLONG L OCAEIO Ns , 4. SLEVA TIQNS ATe011W 0 L OC ATION& A NN ApP LOYW AT E AND WENS U/FERRED FROM IR {uMyyILY I UNVET: DON! tlY WILW Mi I$Arfi L 4 .aTO NEL, WC . — Langa n Engine ering and l DVIrDn men lei SeiVICu, In c. VILLAGE OF KEY BISCAYNE BORING PROFILE A —A YICY OISCAT'WE Nr.2YNWA 1 1 APPENDIX A 1 BORING LOGS i 1 I 127 GES-13 Langan Engineering and Environmental Service's, Inc. LOG OF BORING. 8 SHEET 'I OF 1 =?.DJecr 44'A2S d 4<'/ -,41 Cr//42e ,l ;c�Tisl ;,.CATION 0,747e o./ reel :scr ya 2 A2 DMLUNG AGENCY �J'' /t �"' //�d •.�.-J GRILLING EDUTI4ENT ' n r 'JI�'iJf G•Y��� �'r9� SZE AND TYPE OF BIT z CASING CCAASSAI 11..11111141 .4N EP�� -fir_IO I?JUtv"J (r' Cdi41!rl6.-r PROJECT NO, ELEVATION AND DATUM DATE STARTED COMPLEnOtl DEPTH Z.o 1 - WEIGHT DROP SAMPLER 24 v.4. . ' 4444" JdGYJ SAMPLER HAMMER WEIGHT /4.' / SAMPLE DESCRIPTION DROP t .col h: E.m '76ND t.(,11,,t t.'. . t I DEPTH SCALE Cet,r0-11 04,T - l71 Lr, Frau_6tte_ ct CirCt. . • ::),;. ' ., l ,:, Ilea 64 tr e,4 r (- he. is t ri;vvt a+rvai I Vac ( AN Oevk cj 1(_..-; hr'cc, vel✓I,(„, (-,•at,-,ti..r.i.4145 7 Qatrl Youiln l�I; NO: SAMPLES WATER LEVEL FOREMAN s e. e I . 1'4,4 DIST. FIRST 7 DATE FINISHED y/, f} ti ROCK DEPTH UNDIST. COMPL. CORE -- 24 HR. 1,4(_Ti h! INSPECTOR SAMPLES 0 0 > 8 F. 3 d — 3 --� L 8 GJ �jYtF l� ('► 56k1 i`ctyv(loYICl64-avir. t Per I C1T �fCh1 Piyt, SAN D' '7ciG44 r'oo 'ir0C 111, a _12•- 4 J 4 4 tp r, 4 \i 0 37.4 REMARKS (GRILLING FLUID, DEPTH OF CASING. CASING SLOWS. FLUID LOSS. ETC.) U it. 01.4r_1 '�. Il i;s 14 "? -pe iS c�2 rl- 4 1, al.,' — 14 (> GES-14 1 I • I1 • Langan Engineering and Environmental Services, Inc. JOB NO. 2•IOt DATE /�/9 SAMPLE DESCRIPTION Gvt -JA-e-1 . -vuc� epfjt.,lip z:© DEPTH SCALE LOG OF BORING NO. ( - I is SHEET .i' OF REMARKS (DRILLING FLUtO, DEPTH OF CASINO, CASING BLOW$, FLU:o LOSS. ETC.) c�,Cr L O•Vi �q,"L.� _aria C. � ;;nginearing and Envirortmsntal Services, Inc. LOG OFBORING �Z SHEET 1 OF ' /A's/a.f' �J � 'c/�/J!` (E" %/� 4/6.20 PROJECT NO. ad, i I -230 PROJECT LOCATION DRILLING AGEHCY n GRILLING EQUIPMENT SIZE AND TYPE OFSIT 2 !6,. :e► 46 PX•_'lce•kk.i. GCCt_ttqr CASING DID I►qa ,thu % Ik1U,:.J cr- CASING HAMMER SAMPLER HAMMER WEIGHT SAMPLE DESCRIPTION • CavGcs-r} W-Vre". Tdl+l (Yt tt., h7D, C) ro4t -ral. rAe 1, i ! 1-vau_ rook (�ur�4jvown '�•yDip5 �J7ur�C Ljrv��j yi �^ `M 13,J I-M[4(1k, 6anot (ter C rrc 1 rti{ . Eke Spt.D 5klk vacs v � Ell., �,-,s. , DEPTH SCALE 4 5 6 7 8 9 10 11 12 13 14 .e -I. +4,4 DATE STARTED f DATE .. (4 ` FINISHED / • COMPLETION DEPTH ROCK DEPTH i- tJcvt- V:} Vat NO. SAMPLES DIST. (I UNOIST. — CORE .._ WATER LEVEL FIRST I. COPAPL, -_ 24 HR. — FOREMAN INSPECTOR 'Col -4Y C.L.4 sM� SAMPLES 8 yacm N tO W 3 ( REMARKS (DRILLING FLUID. DEP IH OF CASING, CASING BLOWS, FLUID LOSS. ETC.} • 1 t Gf,1tiu c IAA ,t� ItTctr•re( k'YM1 711/§ I W t. (^, i f •k' 1', f1w GES-16 -- Lafl n Engineering and Environmental Services, Inc, JOB NO. &Q:2S10l DATE rz,Vi4/. LOG OF BORING NO. ' -z SAMPLE DESCRIPTION DEPTH SCALE I is — 7- �v 9 C - SHEET Z— OF L REMARKS (OA$UJJNG FLUID. OSP7N OP CASING, CASING SLOWS, FLUID LOSS, ETC., C- G14 `.-.6,6 tt/ UJ r d v eJea (e Pvi -dr- e:AtcAr to' - ateiLvettnat.. 01/$17, J.4.1: II 1c, tmli- . Gv1)6'vtlV v�aan cowJiilcb0% GES-17 I I Langan Engineering and Environmenial Services, inc. LOG OF BORING SHEET 1 OF - PROJECT / /ftVD-314-d 4 1 ,'21 Gt/ 2G JyYJ%cz/tf LOCATION tr//,9e o/,4:9 f�.Sc�iy�le DRILLING AGENCY .��^^ 2, -i� GRILLING EQUIPMENT 00.1Lt• n eir t. - Iry ; 6,1 SIZE AND TYPE OF SIT 2 7�� :.,� ? ' fttCG'NU YS;Y"' CASING 9eaLUi 4G, t UiO IF.it ic,U .'4:rt.(ive, PROs 4e WEIGHT /rip /6 f DROP ,942,....;;./ SAMPLE DESCRIPTION A 1'7116\ nA.t.„, t5c-t 56t,4r) , IVAc t rode, pia. el sMGtn j r16- 1?riM 4 filevra ?) 5 f7667 - .r L . -blt '- In DEPTH SCALE —2 3 — 7 — 8 c 1Yct r_t p E r y L 10 =I —I PROJECT NO. to (r)Z.570 / ELEVATION APIA DATUM DATE STARTED / 11-71 COMPLETION DEPTH NO. SAMPLES WATER LEVEL FOREMAN DIST. IZ FIRST �!. 4.4.! DATE FINISHED ROCK DEPTH 16) CI' UNDIST. -- COMPL -' CORE — 24 HR. TONY ©e_r►ht INSPECTOR SAMPLES - rat tit oLac,i f .r A 56. ND _11- to i. 7 I C. Iti T-4,1-.2 4..j IL1-1411, �„M REMARKS IDRLLLING FLUID. DEPTH OF CASING, CASING BLOWS, FLUID LOSS. ETC.} e2, n pk. i �. Art i cx p`Fc. I� Inc,%. If/ c i'' iC .1A C701- �::,,i i!I 1 e.lv1(t,rrcA �,1TY,1Cktferat,( Yh art ki f rc, yertr v i r a t1 1 GES-18 Langan Engineering and Environmental Services, Inc. JOB NO. Z'rd, DATE fZt�./o�J SAMPLE UeetRIPTION t -R vu/ beast r • cvs 763tAA, - k.c.. m ,./6. ti 1 23 • CCU k4. �� ^% 1l'1 LOG OF BORING NO. s-3 1'2 - SHEET .z. OF _L._ REMARKS (DNILLIND FLUID,. DEPTH OF CASINQ, CASINO BLOWS; FLUID LOSS. ETC,) C7GiE.v61A-c., P'n i I l / i,49 devot.k, Ay; c Ili i `7It Kr Gtitak(t MO Ae ra. cf t tl �r�nq Goa Un RNUlrii�.ClJfi1l'4� J1 dv) i���, rr1Y� !Lkrf✓t . CES-19 IPROJECT 1_1_11 luau engineering and environmental Services, Inc. LOG OF BORING SHEET 1 OF z. LOCATION //Mjt) S4cd d49/41, Z'' t -e/(E DRILLING AGENCY /2,74,./d, GRILLING EOUIPMENY SIZE AND TYPE OF SIT 7 i .Z.15 CASING CASING HAMMER SAMPLER SAMPLER HAMMER �'1 f3L' )G-L.lu r...:ot,> )N (...11.--o c*r" CA-24.Wa, WEIGHT I DROP WEIGHT rlj/c f SAMPLE DESCRIPTION roRoP ran Dawn brO,J.,t ova;a;rric AI,.117 I tA. F , Ilh SoNiP 4 4,1 GL.A . , ',v.M.Ot • T 40144 Sly,- lre.1 t 11 ?AA), ',6N (''la a. 4 14a 'k41141 LI I L.( (1 t,14, ,, '471OND C ref •.L1 L\ ectvz LD. DEPTH SCALE 2 3 4 5 6 7 8 0 1 12 13 4 PROJECT NO. a ELE.VATION AND DATUM r1 nr- - c-I+Vii.l DATE STARTED DATE FINISHED f a.;10rt. 1Z. o4A, I,::FI-5:-;77, COMPLETION DEPTH ROCK DEPTH cI- (c NO, SAMPLES DIST. IC> (MOIST. - I CORE WATER LEVEL FInsrG,S tr COMPL, FOREMAN INSPECTOR T r J- 7 21 HA. 14 REMARKS (DRUM FLUID, DEPTH OF CASING; CASINO mows, FLUID LOSS, ETC,) 67-r1-417 GES-20 Engineering and Environmental Services, Inc. JOB NO. c,"<" -7z k i DATE [z%(4 3 SAMPLE DESCRIPTION \rei s Alk-t (ice ciltJD iwg_1.16, cA 3 ao —4 DEPTH SCALE I6. —' t7 —, LOG OF BORING NO. f3- SAMPLES y � 2 -4 -4 0 13' SHEET OF r_ REMARKS (DRILLING FLUID. DEPT14OFCASING, CASING BLOWS, FLUIO LOSS, ETC.) L d.2 -arc jir: It- :.•.;IC..1 -i1J ir.c. tr0. N.i i CA 1K i ti J 1 GUlitIA9S vpolt b 1cnit•Y�Gat✓ , i GES-21 1 L.*_i i 1 J 1.111 Engineering and Environmental Services, in.. LOG OR BORING - 5 SHEET 1 OF PROJECT AD/v.J• U ,C/4/7/ A21 Wz2G PROJECT NO. a „Z,57 ./ LOCATION t;�r.�yd 47,4" y7 •Y/" DRILLING AGENCY ELEVATION AND DATUM DATE STARTED _ l DATE FINISHED Z."/q DRILLING EQUIPMENT ' II1t.7,3il f)gli/ -S 3 A ?" / ari✓, COMPLETION DEPTH ROCK DEPTH SIZE AND TYPE OF SIT ,2 7r rte., c. Tf'LIG/N: cd, e.i2.e t+ r''! CASING T�:ZI . rl*1G- !rttyt.� it�(J�!J en G/1-.51; •i-;?, CASING HAMMER SAMPLER WEIGHT SAMPLER HAMMER I WEIGHT DROP NO. SAMPLES WATER LEVEL FOREMAN DIET, I j FIRST 675G. UNDIST. COMPL, .-.. CORE 24 HR. re-°i 1` t4Ai. iti /{O /6, I DROP fa/i INSPECTOR . TONY' IJ1C SAMPLE DESCRIPTION t0."A1r CiA t:t ri1L• 1JI� kL la �� / t,t t? , 4>Pr�.e. �ro � 1 a i Nu, - .5 i 41- Iy Ge o t- r041d 4'YPc:VA W -. Q�+'ICNYt (4? -t. DEPTH SCALE a ` SAMPLES. B IZ 9 7 10 Cbvi , t.51 c r 5 --- Yo , w t rDD1tvI.S. 6 U�fr� bw wtnell`t fine. 54NOAr,ol ttcr - J t otn+A=A4-1+r.m ..lnel\t Fvv..",6k1D,hac40- — i-/ioo a ti tverl —8 row 4. L -Tel-}ke.tl,,l (4KteD614Dvrmal, e t A1144A rot-eat_1- — 9 •U.,nt AN-Circil 4rve.lkLI .,,,, LrilD, t f,A“ 16 i �--1 r ske.t(c_{ c. m tovti��� p,ta4 1\14 w 11";r -1 —13 r 14 4 2. 7 17 r(. 24 4 5 fd REMARKS (DRILLING FLUID. DEPTH OF CASING. - CASING SLOWS, FLUID LOSS. ETC.) ;I..4; .,r (cc <;l� j !,r:1, CI I i 11 CES-22 1 i i li Engineering and Environmental Services. Inc. LOG OF BORING - S SHEET 1 OF PROJECT PROJECT NO. G©z.57 r LOCATION exri e c' tc /2 DRILLING AGENCY DRILLING EOUIPMENT • (.9e7 1/.. .e p 1! r3-53 Tv SIZE AND TYPE OF BIT. CASING CASING HAMMER JP/dJCr9. J; G. L"$ TT2.IGC NG. LYL1C !h.'G, !!tt c> IA FU ) Ur • /tr.'c; WEIGHT DROP SAM PLER 2. 4 0.4. %rr oe c► l SAMPLER HAMM ER f WEIGHT / /c;• / SAMPLE DESCRIPTION ck)Ar.11- 2a" g%tidt._. :411%.1"-k1"4 , r7P/A..- tYal rva ce o k rock DROP ELEVATI ON AND DATU M 1> DATESTARTED1Z. .,/14=3 4 ,. 1%L�L7 COMPLETIO N DEPTH NO . SAMPLES W ATER LEVEL FORE MA N 'D DIST . I FIRST DATE FINISHED � 244 J, ROCK DEPTH UNDIST . - CORE COMPL . INSPECTOR TON Y. I,4t .-w LAN`( SAMPLES DEPTH t SCALE g Ica 2 B .24 24 HR, REMARKS (DRILLING FLUID, DEPTH OF CASING, CASING BLOWS, FLUID LOSS, ETC.) �3 tC� 1_ ,Arse.: trYa,M . £ , vv,.oli�ry 1I�- �►� ee roG -�i ; .1 B .- af1 I ti owh Sdh c=, SPOD , hrI< t rooHcar. 2 tr N I2. 7 2; z 1%i7.a b,,:maTn• bt„e!t f;r„ SpHDa„alS11s. _ = 4 T ai,Irvsti -t{YcutvilLi fly t ..`71 1. 11, hau s,i�-k _ ► tro 1-/iz oo d t ers 2 = owoli - et/ �:W 1 _yam 5r. .NPCO tv aac Sift �- - V� —10 C -Ire` I stA zlki '- inn ertalUri, —12 —13 oQ Ca 7 7 IS 1.7 14 •-••• • (111 In 4 2t 3 I (, S o,.1 , k 31- 24 fI GES-22 1 Langan Engineering and Environmental Services, Inc, LOO OF BORING — ' SHEET 1 OF PROJECT MVP's 5d de, i/ { ',4M' C!'_c PROJECT NO. LOCATION i///4• d e►/APc .i 4 G$' DRtLLlNQ AGENCY �^ OR Luna EQUIPMENT MV7P71 ... '� ..� u - Off! CA MEANS,TYPE OF'INT ELEVATION AND DATUM DATE PFPU jED DATE STARTED t2/3/45i, COMPLETION DEPTH zorl- No. SAMPLES GIST. ( O WATER LEVEL CASINO .1;40. ,i L (u yr 4aJstts4ce. CASINO HAMMER WEIGHT ROCK DEPTH raol- SAMPLER 0,44 ctlatrJ I DROP FOREMAN UNDIST. CORE FIRST ;5 0. COMPL 24 HR. r,I.1Y Lt. he.n 4 SAMPLER HAMMER ( WEIGHT /5,,a 4:?. DROP INSPECTOR T" -'•4 Y -[ I. -h l+t,'Y SAMPLE DESCRIPTION SAMPLES DEPTH v w SCALE st REMARKS - y (DRILLING FLUID. DEPTH OF CASING, c*swa sows, auto LOSS. ETC.I r / tt,,,%(1-.4Sv4c1(no,1e.. tnA• - �ti�ysoi L.r tor`' 1-A4A 6t+1D 4 u sietGrYb T -9v-el i r ,1-ew' A r •.c.L.•a od I c1-, 17,0044.371.01,4-v, x;11,7fi a P'1 1 J tt room (i6,esrot, 1:70\T; +kg,(; t %II r k1 -Growl L1/ f-ni J •-•- v_.11,LA -3-11A 4 4 $ 4. 0 i 4 lc) 5 Z kti l; I 1. zl 10 12 4I 7 I2- (4 {t 1.5 I-i. We D t .. IL. 1 13 14 ��_ . L a a a a y l a E n g i n e e r i n g a n d E n v i r o n m e n t a l S e r v i c e s , I n c . L O G O F B O R I N G 8 - - ( 4 ) S H E E T 1 O F Z P R O J E C T A i t V a S d 4 , * / , , . f i r , , 4 , t r d r / 6 r . . e P R O J E C T N O . � z 3 - 7 e . , z L O C A T I O N , / K r i C ( . 7 , Y 9 , D R I L L I N G A G E N C Y T 1 ) / C Z D R I L L I N G E Q U I P M E N T N V 7 1 L k S I Z E A N D T Y P E O F B I T Z 7 / e , . 1 T r ����t 7 t . e O G c . w e 1 3 / E L E V A T I O N A N D D A T U M D A T E S T A R T E D ' ��/ j . 4 1 1 C O M P L E T I O N D E P T H C A S I N G C A S I N G H A M M E R S A M P L E R 7 / % I Q ; , / f . S ' 4 4 . 6 4 G , ! . w W E I G H T g R O P S A M P L E R H A M M E R . . 1 W E I G H T l S / p J D R O P , 3 1 i p . S A M P L E D E S C R I P T I O N U r i 0 h " k t i A s i l t 1 ` ����N t �� - U + d t - 2 s z , . 1 - 4 4 4 4 4 4 A s k ^ 9 r e t i f t i e A 1 4 % % G l i f ' ( L . . , k . k ( n ' , t v �� . 7 ; 0 , " G A , r . " r r y L ( . . v c ��o d i f Y d G ( " ��' L 3 u ' ��. D E P T H S C A L E 1 N O . S A M P L E S D I E T . I O W A T E R L E V E L F I R S T j , F O R E �%t A N D A T E F I N I S H E D ) 2 . ���� 3 R O C K D E P T H " I , , J c . ' v v t ' t ��i U N O I S T , C O R E . C O M P L . - - 2 . 4 w t . . 1 Y M / N E X t N I N S P E C T O R S A M P L E S d c i i t A 1 1 y p v t L t i i t ��t ��t 1 ; ��, p 4 Y 7 - _ Y a m . % � P a i n , P a i r h i t t f i e & y a k _ ` - ` 6 r k - 1 , v a . v l t , , A I f - r n % N D ' 7 8 C r W e n c : ~ - , " / . K I D 9 1 0 I A k i t c 1 1 ' 1 ` i j z . I v 7 t z - 4 1 1 T ��r f 1 . i Y ` F . I I u . { L , l y h k Y R E M A R K S ( D R I L L I N G F L U I D . D E P T H . O F C A S I N G . C A S I N O - B L O W S , F L U I D L O S S , E T C . ) I g I 1 i t [ , t S . p i / L o t s , y 2 . t v l M n f I S . w e v r 4 . 1 1 1 e t 'A 1 J f ��' - 1 3 1 4 i La Engineering and Environmental Services, Inc. LOG OF BORING - % SHEET 1 OF PROJEcr ra vr°JSEG1 4c' 14�',.4w a/6 -2G PROJECTrIO. LOCATION ail/4y e ;7 Ge:rdryo.o f� DRILLING AGENCY '%J'�'11 ft DRILLING EOUIPMENT �t �..r✓ ("el SIZE AND TYPE OF BIT s . !f'fiC� T icoNe. ATV 2.k CASING Dege „ M -» IJD to t..raT,t a• Calterz-, CASING HAMMER WEIGHT DROP SAMPLER 24 D..1. ,C471004 SAMPLER HAMMER WEIGHT /^.yp / ! DROP „ p.4 SAMPLE DESCRIPTION gal r6 6 crst.O vt 1 ktg. Sct Kati C-i boYG1h F'Qi , Cre..1 aril warr 'I EYGtC� YocA- t�Otr J�, Er of-s DEPTH SCALE 9 10 11 — 12-- 13 14 — zo NO. SAMPLES wttTEA LEVEL FOREMAN ELEVATION AND DATUM CZZ,5 o f 6 rox.e.I 4,v• oAresTARTED / / DATE FINISHEO 1l tf.J°=)7 tZ/3�3 COMPLETION DEPTH I �' ?)'T ROCK DEPTH kJ/i� Ova DtsT, IQ MOIST.... CORE COMPL. -� 24 HR. INSPECTOR SAMPLES I C'3 n -r" t,- kitc..4L,,.1-s•�. REMARKS (DRILLING FLUID, DEPTH OF CASING. CASING SLOWS, FLUID LOSS, ETC.) F.? :=FM/A.1 �7JLv4 k e5 1)4.f Aimoa I(A1 GES-26 " L i l i u 1 4 1 1 ; 7 , _ . . . . . E n g i n e e r i n g a n d E n v i r o n m e n t a l S e r v i c e s , I n c . L O G O F B O R I N G 8 7 S H E E T 1 O F Z P R O J E C T / 4 1 . 4 ) f � o s e r . 9 D a / 6 2 z , 1 - 5 , . . r . 7 ? - e P R O J E C T N O , 6 L O C A T I O N C r " / / . ��y G 0 7 1 . 4 " e G l r L 7 i j C ����' Q D R I L L I N G A G E N C Y t . / J % E L E V A T I O N A N D D A T U M D A T E S T A R T E D D R I L L I N G E D U I P M E N T 1 1 1 7 * ( 1 P F ; , " " 5 " A , f y C O M P L E T I O N D E P T H I ' . ? " ; ) k . e - 1 + 4 v ' D A T E F I N I S H E D Z / 3 / S I Z E A N D T Y P E O F B I T C A S I N G D C I L L I M G + M U D ! I V U U Z o ' p . G A S t N e . . . . . C A S I N G H A M M E R ( W E I G H T [ D R O P S A M P L E R J j q . 4 . S f d , S A M P L E R H A M M E R W E I G H T . / 1 , ' ' v i a r , S A M P L E D E S C R I P T I O N D R O P 3 4 3 . 4 N O . S A M P L E S D I S T , 1 p " R O C K D E P T H N J f ( - f - D U K d " U N D I S T . C O R E D E P T H d S C A L E o _ r j ; , r e - T s C ? ; f F r c 2 3 ' r o t ; 1 - r e s " f f t E t t I t b t " I A " . , s i l h t p r " , t , S r G , F r a e e . - r l t . . . - . ^ . r C . C I 0 . , : C z , ` : I ; h i C 1 ' . 1 i t / Z 5 4 ' , 4 1 2 a o , 6 , 6 Y ' o " w v t e S e a p " b a y o u s p e b , i " ` j 1 l ' r G r e s I & I I / W A C O . - r o O l t A l x , . . t E f t v v - 2 4 - 7 1 0 1 1 1 2 1 3 - W A T E R L E V E L F O R E M A N F I R S T . m C O M P L , z . H R . a r e I N S P E C T O R 1 4 , 1 I Y l . r I U - E L . A n . L Y S A M P L E S , 1 t 7 S y ? . ' I 1 ? R E M A R K S ( D R I L L I N G F L U I D . D E P T H O F C A S I N G , C A S I N G B L O W S , F L U I D L O S S , E T C . ) ��. A . t . k . i I : " . 1 ' s ' 1 . " 1 ' ' 5 7 0 . f r A I i t f . I S 4 [ 4 ( 1 ; 6 T u G k I 4 1 1 r ; t s t w t 5 l n c l f L 1 4 J l 1 �� ' S L J ! 1 4 1 a-11Jan Engineering and Environmental Services, Inc. LOG OF BORING S` SHEET 1 OF 7. LOCATION ����-- !'/',� ryte DRILLING AGENCY ORILWNG EQUIPMENT - 6rsi e.16, tGO�t. ran CASING HAMMER SAMPLER 2` ,,,, 67.j. ,S 4 . a.04 WEIGHT SAMPLER HAMMER ( WEIGHT ly', SAMPLE DESCRIPTION PROJECT NO. ELEVATION AND DATUM t—. -t . +4.4. DATE STARTED2./f3 JDATEFIN1 SHED ° lZ 3 f j COMPLETION DEPTH 0 ROCK DEPTH r i^ a oK Ci NO. SAMPLES DIET. /1 UUOIST. - CORE DROP !" FOREMAN INSPECTOR ono .7dri/ • rox-L-- talk-tl:enin' .COMPL, rvlNJr mbr_4-fisj 4 me-1..Ls fL "dam rrrra oel & su► toed mkot h01A)tn Clme .76.t‘40 • • 6r -t DEPTH SCALE 2 4 5 6 7 8 9 10 12 13 14 SAMPLES is It 7 f-. 19 17 24 HR. REMARKS (DRILLING FLUID. DEPTH OF CASING, CASING mows, FLUID LOSS, ETC.j � 1`Y,17. -C; I5 w7C.•� CES-28 ��. L a d l a a E n g i n e e r i n g a n d E n v i r o n m e n t a l S e r v i c e s , I n c . L O G O F B O R I N G S H E E T 1 O F Z . - 1 P R O J E C T L O C A T I O N , 4 ' / a S - d 1 , 4 / / t / , 1 4 ; t / e / ' > ��E ' z z J 5 ' J ? z r ��/ / . a p e o 7 , ��c y 6 % s c a y o ��2 D R I L L I N G A G E H C Y P R O J E C T N O . E L E V A T I O N A N D D A T U M D A T E S T A R T E D A ) . . ' 4 . 4 . 4 . D A T E F I N I S H E D D R I L L I N G E O U I P M E N T S I Z E A N D T Y P E O F B I T C A S I N G C A S I N G H A M M E R t o . o ( ��a 9 L l ��r r _ ��_ v > . ����, / , r J G : 6 , W E I G H T D R O P S A M P L E R S A M P L E R H A M , 5 ��/ d o . , - / P A E R W E I G H T / ��G 9 4 6 . I D R O P C O M P L E T I O N D E P T H N O . S A M P L E S W A T E R L E V E L F O R E M A N 2 o c t " R O C K D E P T H 1 D I S T . t t U N D I S T . F I R S T t J 4 F F o . , c [ . i ' v N r " M A I G _ r j w 1 C O R E - 1 4 H l t , - I N S P E C T O R T I z I a + J " t " N L r - S L . I . N " S A M P L E D E S C R I P T I O N D E P T H S C A L E c ��1 1 L . d N v 3 A t D t A M A r J 7 r e ' 4 D r e t r s l e . . 1 G , 1 e c . ��k 1 D C t i e t A C t m 2 S A M P L E S R E M A R K S ( D R I L L I N G F L U I D . D E P T H O F C A S I N G . C A S I N G S L O W S , F L U I D L O S S . E T C . ) ( : F S - 2 R 1 I 1 1 tar ,.�.Langer Engineering and Environment& Services, Inc. LOG OF BORING SHEET 1 OF 2 -- PROJECT 44',i s4 i .d,�'�/ ,-�'� ",�9.rr. a/es PROJECT NO. LOCATION 0;74 -ye. ree..7 DRILLING AGENCY �•--•• DRILLING EOUIPMENT SIZE AND TYPE OF BIT LiN e,.1a Inn 17-icoklt5 eo! we CASING ))U D IQ tilt!) L7v' C. Is:.vnicr.„ CASING HAMMER I WEIGHT SAMPLER Z,t Ci. * ;6 e 41114 SAMPLER HAMMER WEIGHT /447 f,: I DROP IDROP SAMPLE DESCRIPTION 21tia c rtt-ty '-i-IIry 44artiic; 64 real clootk el .5IL.i' (At t blA2.-AI, !11, (.; e6 I,1E' Get«•1 ,,6.Ut1 Eiht. /AtDI I;o{Attei ELEVATION AND DATUM 7A_RTEp/93 tx.s.174 COMPLETION DEPTH 6iTr .IJ+4;7). DATE S DATE FINISHED i2/3/.r WATER LEVEL FOREMAN INSPECTOR. SAMPLES DEPTH d SCALE 0 r e 2 3 4 5 B 7 a 9 10 11 12 j-13 'Do P4 ROCK DEPTH UNDIST, — COMPL, REMARKS %' (DRILLING FLUID, DEPTH OF CASING, CASING BLOWS, FUJI° LOSS, ETC,) CORE — 24 HR. 41 Pry eotkmr rJ1lc'r Imo i Langan Engineering and Environmental Services, Inc. LOG OF BORING c2 SHEET 1 OF PROJECT F4,t'S4d d,e5//.g4f ,4e/d a/4 .r7rdv-t, PROJECT NO, a LOCATION /`r//A�e ,o/ ,4G7 CJ� Sc 4150 P DRILLING AGENCY 2J . DRILLING EOUIPMENT m^• `rV SIZE AND TYPEOFBIT CASING CASING HAMMER pG+;LL.iI.IG LIU 0 tutiro ) ( G t.i"{•44 WEIGHT DROP ELEVATION AND DATUM 6 DATE STATITEp r'rrex . -el + 49) . DATE FINISHED !x/i31-7' COMPLETION DEPTH 7Do SAMPLER 2.4 .0.S SAMPLER HAMMER I WEIGHT /9p SAMPLE DESCRIPTION DROP - Gtr C. Gu -5 ► L -r rr ai ��n�l:t.) v4- f c74ti! I, IY, sI i E Niw skt.Il1 (-, t .e.. SAND yrre4 17ea.E X01 root 1417Grs GT:.i YM stAaitlYY1- SIID I- .11 DEPTH SCALE ENO = 4kU1 QIKC..'7Qt4C), I g0lelitci NO; SAMPLES WATER LEVEL FOREMAN ROCK DEPTH '4 * . MST. II UNDIST. _ CORE FIRST F COMP4 -- 24 HR. `(' 't k..► INSPECTOR q7 1 Zt A 2 7 12. 17 co 0 I —12 •c" ,Gu LE UY. REMARKS (GRILLING FLUID. DEPTH OF CASINI3, CASINO BLOWS, FLUID LOSS, ETC.) ‘? tit AC. 't `, AI; i "2.rtc 't =Yr. 4— '�1�f:c,:�1'A yn•r4I...,'.,,C : ;::ti: _r. ;•n1,sr eei �dF.f fn rCF{:r; iInea1G®i`r9110,r. i. a;i gan 4,(r,; '*- Engineering and Environmental Services, Inc. LOG OF BORING g - lCD SHEET 1 OF i 1 l H PROJECr / ,,OSri 4,x,9//I' 4M14444 J r, rf( PROJECT NO. LOCATION DRILLING AGENCY /A& ff'/'r/-cc". ; DRILUNG EQUIPMEF%r SIZE AND TYPE OF BIT CASING �..: IGLIN.(n CASING HAMMER SAMPLER 2,4 2.4 Sr 4 SAMPLED HAMMER F r i r WEIGHT 04 /4,o /fir, DROP DROP SAMPLE DESCRIPTION a G�vfi7' GC.. f uc. 5 JD. . re.,4 e_taupe_. al L....17 trade- r f r� � .,..� �Vi dtLSi �iXJY?V� f�e6 D rf4..bv'wpi pt th..1 ivAe. S4NIp �civegi �n►ue. 00-/r001 Pi bard DEPTH SCALE ELEVATION AND OATUMn /J ttrerX. e(,#4,C) BATE STARTED ,/ DATE FunsHED t ,/ DATE Y7 COMPLETION DEPTH NO. SAMPLES WATER LEVEL FOREMAN OIST. 7 FIRST (may r. COM.PC. — ROCK DEPTH ?J,f- LIvVHo! UNDIST. — 7":0144,e I-0.CA 7 I CORE — 2< HR. — INSPECTOR �, i�fG .ILn.fr 1`C� SAMPLES !0 3 REMARKS (DRILLING FLUID. DEPTH OF CASING. CASING BLOWS, FLUID LOSS. ETC.) nc,n 1 Langan Engineering and Environmental Services. Inc. LOG OF BORING 8 - td SHEET 1 OF . PROJECT LOCATION Ao /4 s D O,E',q�y�4��r4,r�a G./4 J 'J DRILLING AGENCY ✓'3�'r/ ie'j' .- i. . PROJECT NO. ELEVATION AND OATU c 'crJ2Sror DATE STM TED / 7 ,.x. a t. f 4,C� DATE FINISHED DRILLING EQUIPMENT • tAG. P)'tt r ('f2LL(_. b- 3 ArV e16; SIZE AND TYPE OF SIT 2 ?fS 1tiI Q .: re -1000 Dr'.ILL en r CASING I f.(tnl rn. _E (7. 114 �-L �J e . e:' +b.. c p-i :. CASING HAMMER !_DROP SAMPLER WEIGHT S dc/? SAMPLER HAMMER WEIGHT ,e/4"e> f SAMPLE DESCRIPTION I DROP fQ„;/ &Corot `s. t oYV'f�1N►g4 Su.rfn.ce. ,(e,I1wJ L►-1vel -,r11-11 [4'4c.5© D • r,G6i14-1 6t\1D DEPTH SCALE .—'12 —13 —14 .I COMPLETION DEPTH Za ROCK DEPTH` i fry/4 I r ii al NO. SAMPLES 01ST. 7 UNDIST. r, WATER LEVEL FIRST 6, f COMM. — FOREMAN INSPECTOR SAMPLES 7-0,3y 1-10:,..c.:1-7 CORE 24 HR. r. We -0-11- h. REMARKS ID/PILING FLUID. DEPTH OF CASING, CASING SLOWS, FLUID LOSS, ETC) ttek 1 S IY 4 474 1'7 Vtr 's k i4 .irY11.1,iG We.r ".2KOaK d Engineering and Environmental Services, Inc. LOG OF BORING -, 1 SHEET 1 OF 2 PROJECT //earl, ..576:d 4e4 ..1 c,4 i G./g2L PROJECT NO. (5,2. 52,c,/ LOCATION ry a/ &y < f ry1 /"2 • • DRILLING AGENCY r/�/ /7 /%/J J.s/f//Ces G. ELEVATION AND DATUM 1� OlteX, el 4, DATE STARTED I r t DATE FINISHED DRILLING eOUIPMEN • T (,d13ttL- l� 1✓ �IS.1.. j'S 7 AC,/ 9f"-c. SIZE AND TYPE OF BIT zVe, psi 4 io ►stea(r-.t.qtr CASING I iLUNGt MIX) IN Ca, u11 0'' C.�.51146 CASING HAMMER WEIGHT DROP SAMPLER 2 /% C7.4. Sip/4' SAMPLER HAMMER ,TodCVJ WEIGHT /W© / DROP COMPLETION DEPTH NO:SAMRLES WATER LEVEL. FOREMAN 20 ROCK DEPTH PJ [ -� ( Dp.T: �'-'F UNDIST. FIRST 4 : E COMPL. -014Y- CORE 21 HR. INSPECTOR SAMPLE DESCRIPTION DEPTH SCALE SAMPLES 0 rw. t k 4:70 {�Nc. SO" rt POW�{r Gr'ii t ./,•i;{"i� ..'.-Ck.t hi i"1:+V i&:I•Ir; rGt nrR i e to • or 4 4' V• 4 t1 +r 0 u 4 FtS 0.1.1 gs NeZE REMARKS (DRILLING FLUID. DEPTH OF CASING, CASINO SLOWS, FLUID LOSS, ETC.) tCrI i1 -w -61, 5 Cor. i 4e,11 � � � 4 KID c• -c1,4_4, 61iP1 1--ra oa- �i�er5 6 7-- 1p 7 27) tz- 9 10 11-- 12- 13 14 r\ N V1 1.5 tr. tit A 1 L, 33 2.7 GES-34 7 II rfi ��. �� L i u a L i i l l a E n g i n e e r i n g a n d E n v i r o n m e n t a l S e r v i c e s , I n c . L O G O F B O R I N G 8 - 1 1 " S H E E T 1 O F 2 i 1 1 P R O J E C T " ' a r t , s z D d e v r , f 4 7 w * , , f t e P R O J E C T H O . a s d Z 5 7 / L O C A T I O N � / 7 4 . a / " " 7 i J a r y i P / 2 D R H . U N G A G E N C Y J f ' % ! / / C f j - D R I L L I N G E Q U I P M E N T " t - A l i e q . - ; . 6 A l l Z 1 C t , . S I Z E A N D T Y P E O F S I T z f l 3 ; . k , i e i c . 4 N e . 2 v t ! 3 r C A S I N G . > 2 . 1 U . 1 G i M O O 1 1 4 t , . r . t t C r F C A S I h i d ! C A S I N G H A M M E R w E I Q H r - - D R O P S A M P L E R 2 . % o d . S , o I , , �� �%��s c h S A M P L E R H A M M E R W E I G H T / 9 _ / 6 - . I D R O P , y 0 / % E L E V A T I O N A N D D A T U M D A T E S T A R T E D 1 7 F . " C O M P L E T I O N D E P T H 0 N O . S A M P L E S , W A T E R L E V E L F O R E M A N D I S T . i 1 " F 1 : F I R S T D A T E F I N I S H E D R O C K D E P T H I N e s t ' ' ��N 4 j U N D I S T . C O R E l C O M P L - 2 ' t H R , Y " o h 1 Y t a t l y i t c J I N S P E C T O R S A M P L E D E S C R I P T I O N s o D E P T H S C A L E 1 9 1 1 " 4 . 1 1 A c . : 4 4 5 6 1 \ 1 0 i r e 9 4 e . i l L A S " V A 4 K i m o w A N S 1 0 1 1 ' 1 2 - - - 1 3 H D 1 P a t r o a r - _ 1 4 b e + s S A M P L E S 3 3 a . 7 R E M A R K S ( D R I L L I N G F L U I D , D E P T H O F C A S I N G , C A S I N G B L O W S , F L U I D L O S S , E T C . ) " 7 , 4 1 ` , ' t t . L Y c i — Langan Engineering and Environmental Services, Inc. LOG OF BORING _/ SHEET 1 OF PROJECT A'/s1 d,°,/r✓' /91,e/144 z tr,s/r PROJECT NO, a .57-0 z LOCATION 1i/7;r9e c�r� .tie �3rsc�ye .•�•� ORIWNG AGENCY ELE'/ATION AND DATUM DATE STARTED 11 D . rt*, eL -I- DATE F;FIISHEO 12 /4 2/, ! DRILLING EOUIPMENT • ' .41-1., arc. SIZE AND TYPE OF BIT Z 7 b., 0 T'-alc-al•-%L 'L: E.:ri� i,? If. it" CASING c.+". r�-? o fir + nd L.: ati r:- Ael.".4.14 CASING HAMMER WEIGHT -- DROP .� COMPLETION DEPTH Cl. ROCK DEPTH 1 t ' d j" SAMPLER 4 0.4. 5444 eQ,? NO. SAMPLES WATER LEVEL FOREMAN OIST. QS FIRST 6,s fi TZ i4 UNDIST. COMPL. CORE TI HR. SAMPLER HAMMER WEIGHT /rj/(y /4 'DROP ,3Q INSPECTOR SAMPLE DESCRIPTION DEPTH SCALE SAMPLES �; 3 W a tL ''' c l in3 'Jim y in REMARKS (DIMING FLUID.DEPTH OFCASING. .i CASING SLOWS, FLUID LOSS. ETC.) = • (-- G. Ira...e . rA . 1, s L TOM 4q, I t9 (7i.1,41 Lt.,JD, ' 4QUM.L. Yoe L -+ti i t�.L+� l 1 T-64,44 vs.LA.o( V sk- � r� _ 2 - I I : 1 - 4 - a -76. 0 i! r 3 Co 6 pv . S 60D, FAN siv ft 7 _ ��-:,: i �I 77 Dowle... 10 I" A)-17 -114,,,5 154 g 1 I , . 2 3 Z GKLu.,,!•JC I1+1 e76:•.l:c c. ,,,YYtl�-! i+V.-- elgzcr x..L'.k ALtC,r ' "1^ r01i If.yc,,r)U71c.-e4 .= .f. 1 mod „ me .c 10--1 11 -, 7" - k.e.{1/(-1 F- WI "5C-11\JD 12 -- 13 , C . i i Legal Engineering and Environmental Services, Inc. LOG OF BORING `/Z- SHEET 1 OF - PROJECT F%/t'S a L+`,rQ, f4i4 r/9, 1 Wd•-•ez PROJECT NO. LCCATION ELEVATION AND DATUM DRILLING AGENCY , 7i,J' ✓Pry/' e,c c. DRILLING EOUIPMENT SIZE AND TYPE OF BIT Z % T. ;Er, , CASING CASING HAMMER SAMPLER 2/., o4... . M' . e+dot-7 L..t^i G7. /4-=! e:! f> i. J L. t.1 .a'F . G.weJi'.S,'_+ WEIGHT DROP ..� SAMPLER HAMMER WEIGHT /gyp / SAMPLE DESCRIPTION DROP :74",�. DATESTARTED II v. COMPLETION DEPTH tO N.Q: SAMPLES WATER LEVEL FOREMAN INSPECTOR SAMPLES DEPTH s SCALE o a G trAf�S aN.e�oi i.+n %irb Sio i. % 1 k1 SQti1p, 's2IM.G Tack- heel w:t a Irk G0,4 vtrinot G(VGt' ra Fi'wL 2 3 N 7 If 1C �J(oJ�Yo�c, e.L t 5,'S. DATE FINISHED l / ' ROCK DEPTH DIST. (MOIST. CORE �- FIRST 5/s �I COMPL. 21 NR. REMARKS (DRILLING FLUID. DEPTH OF CASING. CASING BLOWS, FLUID LOSS. ETC.) I.s t T'wv1 s tu.I ki �� t�.�r 61\ip Pv �} kit) slyer s i1t Dawle. 6 ran, r.a. F -!1•1Q 5 6 7 9 10 11 12 li 14 Co 2. 4 3 2 2 3 Z l�J jG c, L44 `7C -v , tzt t .-S.tvr clr..kk k - G viJl Lre tt W.1 tct ij.. L) i— r011. lr o c.i. c s ."I..E d=ii F. 13 14 Langan and Environm;nial .Services, Inc. JOB NO. DATE ; z� SAMPLE DESCRIPTION DEPTH SCALE 1 0 1 LOG OF BORING NO. gi SAMPLES c- • 11 11 SHEET 2- OF y - REMARKS (DRILLING FLVIO, DEPTH OF CASING, CASING BLOWS, FLUtO LOSS, MI 9.1 � 1 k o l e- 1 -r I -t c;(1, )I Gu�K�S vt 1,26, if -4 GES-37 i APPENDIX B SUMMARY OF LABORATORY TEST RESULTS Job No. 602! SUMMARY OF LABORATORY TEST RESULTS Boring & Sample Number Depth Classification Natural Water Content r Atterberg Liquid Limit Limits Plastic Limit Unit Dry Weight Specific Gravity Core 1 B1,S5B 9,-10' Shelly fine SAND and PEAT 125% B1,S6 13'-15' Silty fine SAND, trace root fibers and shells 42% 81,S7A 18'-19.5' Silty fine SAND and fibrous PEAT 189% 1, 82,53 4'-6' Clayey SILT, trace fine SAND 61 % 32,S4A 6'-7' Clayey SILT, trace fine SAND 59% ' 82,343 7'-8' f Fibrous PEAT 296% 32,55 8'-10' Fibrous PEAT 389% 82 S6 13' 15" Fine SAND, some silt, trace root fibers 50% 83,338 5'-6' Fibrous PEAT 210% B4,S2B 3'-4' Sandy SILT, trace shells 57% 84,S3A 4'-5' Organic SAND, trace shells 44% B5,S3A 4'-5' Sandy Silt, trace root fibers '60% 85,536 5'-6' Silty SAND, trace root fibers 44% 66,S2A 2'-3' SAND and SILT 65% 36,33 4'-6' Fibrous PEAT, some fine sand 127% 36,34A 6'•6.5' Fibrous PEAT, trace fine sand 169% .,iifV?S LanE1 e'n,iinguiiirn Ind GnvirnnrnanP,I finrvi i Ink Mn , + I 1 1 9 i fibers SUMMARY OF LABORATORY TEST RESULTS Boring & Sample Number Depth Classification ' Natural Water Content Atterberg Liquid Limit Limits Plastic Limit Unit Dry Weight Specific Gravity Canso 87,S28 2.5'-4' Clayey SILT, trace sand and root fibers 75% ` B7,S3B 4.5'-G' Fine sandy fibrous PEAT 121% B8,S3 4'-6' Peaty SAND 31% 88,548 7'-8' Fine sandy PEAT 77% 89,S2 2'-4' Clayey SILT 83% B10,S2A 2'-3.5' Clayey SILT, trace peat and fine sand 7206 810,328 3.5'-4' Fine sandy SILT, trace peat fibers 40% - 111-0;33A— 41=5' Fibrous PEAT T1-6`%— B10,$3B 5'-6' Peaty fine SAND 80% 810,34A 6'-7' Shelly fine SAND, some peat/root 58% _ 811,32A 2°-3' Clayey SILT, trace roots and fine sand 79°/n B11,S2B 3'-4' Silty, peaty fine SAND 4'2% 812,S5 8'-10' Peaty fine SAND 57% a °See Test Curves STORMWATER MASTER PLAN UPDATE Appendix C June 2011 APPENDIX C SFWMD Rainfall Curves tiS oG auoz sauna Aouanbaid-uoljema-l;lsuajul Ile;ule� am61d RAINFALL INTENSITY . IN INCHES PER HOUR O z O z 0 N 0 L71 0 U) N 0 N N a CN im V a> tD b N W a (n a) V N CD O Cn I,iMI 1 1.,1.11 .1111, .- i 1.. 1.11001101IV sun Ir111m1 ■�.®■d uIIIIIIMe■r I—Ut 11111111111M1111111 m ' I�OIIInt. , . 11.011110 r I_mII 1111111111111111111 .•1111111mI1ma NM I MOM • .. .._. n. _ .. .._ ■ ■ I Alai'I SAI 1111111111111111 ,O 1 MI 11r00.Hrr��lrlrOr111al.ir►�1�/1 � �r�O 11110111 11111111111101111111111111411111111 min .... i�m ..amannL.3n'/ Onua.u.o.��a/a 0 11110111111 1111111111111M111111111.11111111111111111111 1 111191 III iI III" lit Air4 '�r;�s4h�i f I � � I'r. i �1 IIIIiflhIIIIIIIII AINE elt . uf1�Iilll IBI�� . u M ThIMiLi' IUMMIN1 1:1 1 IIIUIIiI#OhiiIIIiiiIiiYffj!!J"II 1....1 1.r1110111.IqUOi11PNrfln, ,/r r0llIM..1. t a111riuin.1.. rmis 11n► ..1.n\un..,n.l 1 /rlrlrr n MINIMMn, OIWAirOrr00.7.nWa.On.IM t .M EM r011=Mlrlrlrr a....nWl".. ..nr►..�7��.n�.... .... .nnn�...ann�ara.aa �Ir/iiirio�m■�i6win■'i■udNN���B/ ®IIINNIHI!M 1 i1ij%1 BI 111111®IIgg':111°III11111111111111111 NES iiiiiiiidlidgiliiiiiiRIPMEEMMI IIIii ,ai Ilii fiIIIIIIIllIIIiiiii I.11J°IIIIIIIIIII I.om I ii 1' rip r h in b) 'v m D t O I I 0 N co .G cn Cr) V CO <D 1 1 U) 000? iago o0 sP!V u6lsaa NOOEON VH I.JO1OWJAH UNIT :ARCHES BOCA RATON I 9 FORT LAUDERDALE • Oa 0 10 20 30 IA ILES FIGURE C-4. 1 -DAY RAINFALL: 10 -YEAR RETURN PERIOD C-6 II FT. PIERCE 10 "II J J� UNIT s INCHES 11 �QCOk - �• 0 IUD 2030 12_ II MILES FIGURE C-8. 3 -DAY RAINFALL: 25 -YEAR RETURN PERIOD c -lo 3 WEST PALM BEACH i� BOCA RATON IC IS 1 NAPLES UNIT s INCHES I I I I 0 10 �}�j'CO " �• I2IO �� .1TLdtriC OCEAN FT. PIERCE 10 I2STUART 14 JUPITER WEST PALM ACH 14 12 2 14 IC 18 ' 20 8 BOCA RATON IC 14 LwRT OER DALE t2 IO MIAMI O 10 20 30 MILES FIGURE C-6. 1 -DAY RAINFALL: 100 -YEAR RETURN PERIOD c-8 STORMWATER MASTER PLAN UPDATE Appendix D June 2011 APPENDIX D Water Quality Regulations 62-302.530 Table: Surface Water Quality Criteria. The following table contains both numeric and narrative surface water quality criteria to be applied except within zones of mixing. The left-hand column of the Table is a list of constituents for which a surface water criterion exists. The headings for the water quality classifications are found at the top of the Table, and the classification descriptions for the headings are specified in subsection 62-302.400(1), F.A.C. Applicable criteria lie within the Table. The individual criteria should be read in conjunction with other provisions in water quality standards, including Rule 62-302.500, F.A.C. The criteria contained in Rule 62-302.500, F.A.C., also apply to all waters unless alternative or more stringent criteria are specified in Rule 62-302.530, F.A.C. Unless otherwise stated, all criteria express the maximum not to be exceeded at any time. In some cases, there are separate or additional limits, which apply independently of the maximum not to be exceeded at any time. For example, annual average (denoted as “annual avg.” in the Table) means the maximum concentration at average annual flow conditions (see subsection 62-302.200(2), F.A.C.). In applying the water quality standards, the Department shall take into account the variability occurring in nature and shall recognize the statistical variability inherent in sampling and testing procedures. The Department’s assessment methodology, set forth in Chapter 62-303, F.A.C., accounts for such natural and statistical variability when used to assess ambient waters pursuant to sections 305(b) and 303(d) of the Federal Clean Water Act. Criteria for Surface Water Quality Classifications Class III and Class III-Limited (see Note 4) Parameter Units Class I Class II Predominantly Fresh Waters Predominantly Marine Waters Class IV Class V (1) Alkalinity Milligrams/L as CaCO3 Shall not be depressed below 20 Shall not be depressed below 20 < 600 (2) Aluminum Milligrams/L < 1.5 < 1.5 (3) Ammonia (un-ionized) Milligrams/L as NH3 < 0.02 < 0.02 (4) Antimony Micrograms/L < 14.0 < 4,300 < 4,300 < 4,300 (5)(a) Arsenic (total) Micrograms/L ≤ 10 < 50 < 50 < 50 < 50 < 50 (5)(b) Arsenic (trivalent) Micrograms/L measured as total recoverable Arsenic < 36 < 36 (6) Bacteriological Quality (Fecal7 Coliform Bacteria) Number per 100 ml (Most Probable Number (MPN) or Membrane Filter (MF)) MPN or MF counts shall not exceed a monthly average of 200, nor exceed 400 in 10% of the samples, nor exceed 800 on any one day. Monthly averages shall be expressed as geometric means based on a minimum of 5 samples taken over a 30 day period. MPN shall not exceed a median value of 14 with not more than 10% of the samples exceeding 43, nor exceed 800 on any one day. MPN or MF counts shall not exceed a monthly average of 200, nor exceed 400 in 10% of the samples, nor exceed 800 on any one day. Monthly averages shall be expressed as geometric means based on a minimum of 10 samples taken over a 30 day period. MPN or MF counts shall not exceed a monthly average of 200, nor exceed 400 in 10% of the samples, nor exceed 800 on any one day. Monthly averages shall be expressed as geometric means based on a minimum of 10 samples taken over a 30 day period. (7) Barium Milligrams/L < 1 (8) Benzene Micrograms/L < 1.18 < 71.28 annual avg. < 71.28 annual avg. < 71.28 annual avg. (9) Beryllium Micrograms/L < 0.0077 annual avg. < 0.13 annual avg. < 0.13 annual avg. < 0.13 annual avg. < 100 in waters with a hardness in mg/L of CaCO3 of less than 250 and shall not exceed 500 in harder waters (10) Biological Integrity Per cent reduction of Shannon- Weaver Diversity Index The Index for benthic macroinvertebrates shall not be reduced to less than 75% of background levels as measured using organisms retained by a U. S. Standard No. 30 sieve and collected and composited from a minimum of three Hester- Dendy type artificial substrate samplers of 0.10 to 0.15 m2 area each, incubated for a period of four weeks. The Index for benthic macroinvertebrates shall not be reduced to less than 75% of established background levels as measured using organisms retained by a U. S. Standard No. 30 sieve and collected and composited from a minimum of three natural substrate samples, taken with Ponar type samplers with minimum sampling area of 225 cm2. The Index for benthic macroinvertebrates shall not be reduced to less than 75% of established background levels as measured using organisms retained by a U. S. Standard No. 30 sieve and collected and composited from a minimum of three Hester- Dendy type artificial substrate samplers of 0.10 to 0.15 m2 area each, incubated for a period of four weeks. The Index for benthic macroinvertebrates shall not be reduced to less than 75% of established background levels as measured using organisms retained by a U. S. Standard No. 30 sieve and collected and composited from a minimum of three natural substrate samples, taken with Ponar type samplers with minimum sampling area of 225 cm2. (11) BOD (Biochemical Oxygen Demand) Shall not be increased to exceed values which would cause dissolved oxygen to be depressed below the limit established for each class and, in no case, shall it be great enough to produce nuisance conditions. (12) Boron Milligrams/L < 0.75 (13) Bromates Milligrams/L < 100 < 100 (14) Bromine (free molecular) Milligrams/L < 0.1 < 0.1 (15) Cadmium Micrograms/L See Notes (1) and (3). Cd < e(0.7409[lnH]-4.719); < 8.8 Cd < e(0.7409[lnH]-4.719); < 8.8 (16) Carbon tetrachloride Micrograms/L < 0.25 annual avg.; 3.0 max < 4.42 annual avg. < 4.42 annual avg. < 4.42 annual avg. (17) Chlorides Milligrams/L < 250 Not increased more than 10% above normal background. Normal daily and seasonal fluctuations shall be maintained. Not increased more than 10% above normal background. Normal daily and seasonal fluctua- tions shall be maintained. In predominantly marine waters, not increased more than 10% above normal back- ground. Normal daily and seasonal fluctuations shall be maintained. (18) Chlorine (total residual) Milligrams/L < 0.01 < 0.01 < 0.01 < 0.01 (19)(a) Chromium (trivalent) Micrograms/L measured as total recoverable Chromium See Notes (1) and (3). Cr (III) e(0.819[lnH]+0.6848) Cr (III) e(0.819[lnH]+0.6848) Cr (III) e(0.819[lnH]+0.6848) In predominantly fresh waters, e(0.819[lnH]+0.6848) (19)(b) Chromium (hexavalent) Micrograms/L See Note (3) < 11 < 50 < 11 < 50 < 11 In predominantly fresh waters, < 11. In predominantly marine waters, < 50 (20) Chronic Toxicity (see definition in Section 62-302.200(4), F.A.C. and also see below, “Substances in concentrations which...”) (21) Color, etc. (see also Minimum Criteria, Odor, Phenols, etc.) Color, odor, and taste producing substances and other deleterious substances, including other chemical compounds attributable to domestic wastes, industrial wastes, and other wastes Only such amounts as will not render the waters unsuitable for agricultural irriga- tion, livestock watering, industrial cooling, industrial process water supply purposes, or fish survival. (22) Conductance, Specific Micromhos/cm Shall not be increased more than 50% above background or to 1275, whichever is greater. Shall not be increased more than 50% above background or to 1275, whichever is greater. Shall not be increased more than 50% above background or to 1275, whichever is greater. Shall not exceed 4,000 (23) Copper Micrograms/L See Notes (1) and (3). Cu e(0.8545[lnH]-1.702) 3.7 Cu e(0.8545[lnH]-1.702) 3.7 < 500 < 500 (24) Cyanide Micrograms/L < 5.2 < 1.0 < 5.2 < 1.0 < 5.0 < 5.0 (25) Definitions (see Section 62-302.200, F.A.C.) (26) Detergents Milligrams/L < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 < 0.5 (27) 1,1- Dichloroethylene (1,1- dichloroethene) Micrograms/L < 0.057 annual avg.; < 7.0 max < 3.2 annual avg. < 3.2 annual avg. < 3.2 annual avg. (28) Dichloromethane (methylene chloride) Micrograms/L < 4.65 annual avg. < 1,580 annual avg. < 1,580 annual avg. < 1,580 annual avg. (29) 2,4-Dinitrotoluene Micrograms/L < 0.11 annual avg. < 9.1 annual avg. < 9.1 annual avg. < 9.1 annual avg. (30) Dissolved Oxygen Milligrams/L Shall not be less than 5.0. Normal daily and seasonal fluctuations above this level shall be maintained. Shall not average less than 5.0 in a 24-hour period and shall never be less than 4.0. Normal daily and seasonal fluctuations above these levels shall be maintained. Shall not be less than 5.0. Normal daily and seasonal fluctuations above these levels shall be maintained. Shall not average less than 5.0 in a 24-hour period and shall never be less than 4.0. Normal daily and seasonal fluctuations above these levels shall be maintained. Shall not average less than 4.0 in a 24-hour period and shall never be less than 3.0. Shall not be less than 0.3, fifty percent of the time on an annual basis for flows greater than or equal to 250 cubic feet per second and shall never be less than 0.1. Normal daily and seasonal fluctuations above these levels shall be maintained. (31) Dissolved Solids Milligrams/L < 500 as a monthly avg.; < 1,000 max (32) Fluorides Milligrams/L < 1.5 < 1.5 < 10.0 < 5.0 < 10.0 < 10.0 (33) “Free Froms” (see Minimum Criteria in Section 62-302.500, F.A.C.) (34) “General Criteria” (see Section 62- 302.500, F.A.C. and individual criteria) (35)(a) Halomethanes (Total trihalomethanes) (total of bromoform, chlorodibromo- methane, dichlorobromome- thane, and chloroform). Individual halomethanes shall not exceed (b)1. to (b)5. below. Micrograms/L < 80 (35)(b)1. Halomethanes (individual): Bromoform Micrograms/L < 4.3 annual avg. < 360 annual avg. < 360 annual avg. < 360 annual avg. (35)(b)2. Halomethanes (individual): Chlorodibromo- methane Micrograms/L < 0.41 annual avg. < 34 annual avg. < 34 annual avg. < 34 annual avg. (35)(b)3. Halomethanes (individual): Chloroform Micrograms/L < 5.67 annual avg. < 470.8 annual avg. < 470.8 annual avg. < 470.8 annual avg. (35)(b)4. Halomethanes (individual): Chloromethane (methyl chloride) Micrograms/L < 5.67 annual avg. < 470.8 annual avg. < 470.8 annual avg. < 470.8 annual avg. (35)(b)5. Halomethanes (individual): Dichlorobromomethane Micrograms/L < 0.27 annual avg. < 22 annual avg. < 22 annual avg. < 22 annual avg. (36) Hexachlorobutadiene Micrograms/L < 0.45 annual avg. < 49.7 annual avg. < 49.7 annual avg. < 49.7 annual avg. (37) Imbalance (see Nutrients) (38) Iron Milligrams/L < 1.0 < 0.3 < 1.0 < 0.3 < 1.0 (39) Lead Micrograms/L See Notes (1) and (3). Pb < e(1.273[lnH]- 4.705); 8.5 Pb < e(1.273 [lnH] - 4.705); 8.5 < 50 < 50 (40) Manganese Milligrams/L < 0.1 (41) Mercury Micrograms/L 0.012 0.025 0.012 0.025 < 0.2 < 0.2 (42) Minimum Criteria (see Section 62- 302.500, F.A.C.) (43) Mixing Zones (See Section 62-4.244, F.A.C.) (44) Nickel Micrograms/L See Notes (1) and (3). Ni e(0.846[lnH]+0.0584) < 8.3 Ni e(0.846[lnH]+0.0584) < 8.3 < 100 (45) Nitrate Milligrams/L as N < 10 or that concentration that exceeds the nutrient criteria (46) Nuisance Species Substances in concentrations which result in the dominance of nuisance species: none shall be present. (47)(a) Nutrients The discharge of nutrients shall continue to be limited as needed to prevent violations of other standards contained in this chapter. Man-induced nutrient enrichment (total nitrogen or total phosphorus) shall be considered degradation in relation to the provisions of Rules 62-302.300, 62-302.700, and 62-4.242, F.A.C. (47)(b) Nutrients In no case shall nutrient concentrations of a body of water be altered so as to cause an imbalance in natural populations of aquatic flora or fauna. (48) Odor (also see Color, Minimum Criteria, Phenolic Compounds, etc.) Threshold odor number Shall not exceed 24 at 60 degrees C as a daily average. Odor producing substances: only in such amounts as will not unreasonably interfere with use of the water for the designated purpose of this classification. (49)(a) Oils and Greases Milligrams/L Dissolved or emulsified oils and greases shall not exceed 5.0 Dissolved or emulsified oils and greases shall not exceed 5.0 Dissolved or emulsified oils and greases shall not exceed 5.0 Dissolved or emulsified oils and greases shall not exceed 5.0 Dissolved or emulsified oils and greases shall not exceed 5.0 Dissolved or emulsified oils and greases shall not exceed 10.0 (49)(b) Oils and Greases No undissolved oil, or visible oil defined as iridescence, shall be present so as to cause taste or odor, or otherwise interfere with the beneficial use of waters. (50) Pesticides and Herbicides (50)(a) 2,4,5-TP Micrograms/L < 10 (50)(b) 2-4-D Micrograms/L < 100 (50)(c) Aldrin Micrograms/L < .00013 annual avg.; 3.0 max < .00014 annual avg.; 1.3 max < .00014 annual avg.; 3.0 max < .00014 annual avg.; 1.3 max (50)(d) Beta- hexachlorocyclohexane (b-BHC) Micrograms/L < 0.014 annual avg. < 0.046 annual avg. < 0.046 annual avg. < 0.046 annual avg. (50)(e) Chlordane Micrograms/L < 0.00058 annual avg.; 0.0043 max < 0.00059 annual avg.; 0.004 max < 0.00059 annual avg.; 0.0043 max < 0.00059 annual avg.; 0.004 max (50)(f) DDT Micrograms/L < 0.00059 annual avg.; 0.001 max < 0.00059 annual avg.; 0.001 max < 0.00059 annual avg.; 0.001 max < 0.00059 annual avg.; 0.001 max (50)(g) Demeton Micrograms/L < 0.1 < 0.1 < 0.1 < 0.1 (50)(h) Dieldrin Micrograms/L < 0.00014 annual avg.; 0.0019 max < 0.00014 annual avg.; 0.0019 max < 0.00014 annual avg.; 0.0019 max < 0.00014 annual avg.; 0.0019 max (50)(i) Endosulfan Micrograms/L < 0.056 < 0.0087 < 0.056 < 0.0087 (50)(j) Endrin Micrograms/L < 0.0023 < 0.0023 < 0.0023 < 0.0023 (50)(k) Guthion Micrograms/L < 0.01 < 0.01 < 0.01 < 0.01 (50)(l) Heptachlor Micrograms/L < 0.00021 annual avg.; 0.0038 max < 0.00021 annual avg.; 0.0036 max < 0.00021 annual avg.; 0.0038 max < 0.00021 annual avg.; 0.0036 max (50)(m) Lindane (g- benzene hexachloride) Micrograms/L < 0.019 annual avg.; 0.08 max < 0.063 annual avg.; 0.16 max < 0.063 annual avg.; 0.08 max < 0.063. annual avg.; 0.16 max (50)(n) Malathion Micrograms/L < 0.1 < 0.1 < 0.1 < 0.1 (50)(o) Methoxychlor Micrograms/L < 0.03 < 0.03 < 0.03 < 0.03 (50)(p) Mirex Micrograms/L < 0.001 < 0.001 < 0.001 < 0.001 (50)(q) Parathion Micrograms/L < 0.04 < 0.04 < 0.04 < 0.04 (50)(r) Toxaphene Micrograms/L < 0.0002 < 0.0002 < 0.0002 < 0.0002 (51)(a) pH (Class I and Class IV Waters) Standard Units Shall not vary more than one unit above or below natural background provided that the pH is not lowered to less than 6 units or raised above 8.5 units. If natural background is less than 6 units, the pH shall not vary below natural background or vary more than one unit above natural background. If natural background is higher than 8.5 units, the pH shall not vary above natural background or vary more than one unit below background. (51)(b) pH (Class II Waters) Standard Units Shall not vary more than one unit above or below natural background of coastal waters as defined in paragraph 62- 302.520(3)(b), F.A.C., or more than two-tenths unit above or below natural background of open waters as defined in paragraph 62-302.520(3)(f), F.A.C., provided that the pH is not lowered to less than 6.5 units or raised above 8.5 units. If natural background is less than 6.5 units, the pH shall not vary below natural background or vary more than one unit above natural background for coastal waters or more than two-tenths unit above natural background for open waters. If natural background is higher than 8.5 units, the pH shall not vary above natural background or vary more than one unit below natural background of coastal waters or more than two-tenths unit below natural background of open waters. (51)(c) pH (Class III Waters) Standard Units Shall not vary more than one unit above or below natural background of predominantly fresh waters and coastal waters as defined in paragraph 62-302.520(3)(b), F.A.C. or more than two-tenths unit above or below natural background of open waters as defined in paragraph 62-302.520(3)(f), F.A.C., provided that the pH is not lowered to less than 6 units in predominantly fresh waters, or less than 6.5 units in predominantly marine waters, or raised above 8.5 units. If natural background is less than 6 units, in predominantly fresh waters or 6.5 units in predominantly marine waters, the pH shall not vary below natural background or vary more than one unit above natural background of predominantly fresh waters and coastal waters, or more than two-tenths unit above natural background of open waters. If natural background is higher than 8.5 units, the pH shall not vary above natural background or vary more than one unit below natural background of predominantly fresh waters and coastal waters, or more than two-tenths unit below natural background of open waters. (51)(d) pH (Class V Waters) Standard Units Not lower than 5.0 nor greater than 9.5 except certain swamp waters which may be as low as 4.5. (52)(a) Phenolic Compounds: Total Phenolic compounds other than those produced by the natural decay of plant material, listed or unlisted, shall not taint the flesh of edible fish or shellfish or produce objectionable taste or odor in a drinking water supply. (52)(b) Total Chlorinated Phenols and Chlorinated Cresols Micrograms/L 1. The total of all chlorinated phenols, and chlorinated cresols, except as set forth in (c)1. to (c)4. below, shall not exceed 1.0 unless higher values are shown not to be chronically toxic. Such higher values shall be approved in writing by the Secretary. 2. The compounds listed in (c)1. to (c)6. below shall not exceed the limits specified for each compound. 1. The total of the following Phenolic compounds shall not exceed 50: a) Chlorinated phenols; b) Chlorinated cresols; and c) 2,4- dinitrophenol. (52)(c) 1. Phenolic Compound: 2- chlorophenol Micrograms/L < 120 < 400 See Note (2). < 400 See Note (2). < 400 See Note (2). < 400 See Note (2). (52)(c) 2. Phenolic Compound: 2,4- dichlorophenol Micrograms/L < 93 See Note (2). < 790 See Note (2). < 790 See Note (2). < 790 See Note (2). < 790 See Note (2). (52)(c) 3. Phenolic Compound: Pentachlorophenol Micrograms/L < 30 max; < 0.28 annual avg; < e(1.005[pH]- 5.29) < 7.9 < 30 max; < 8.2 annual avg; < e(1.005[pH]- 5.29) < 7.9 < 30 (52)(c) 4. Phenolic Compound: 2,4,6- trichlorophenol Micrograms/L < 2.1 annual avg. < 6.5 annual avg. < 6.5 annual avg. < 6.5 annual avg. < 6.5 annual avg. (52)(c) 5. Phenolic Compound: 2,4- dinitrophenol Milligrams/L < 0.0697 See Note (2). < 14.26 See Note (2). < 14.26 See Note (2). < 14.26 See Note (2). < 14.26 See Note (2). (52)(c) 6. Phenolic Compound: Phenol Milligrams/L < 0.3 < 0.3 < 0.3 < 0.3 < 0.3 < 0.3 (53) Phosphorus (Elemental) Micrograms/L < 0.1 < 0.1 (54) Phthalate Esters Micrograms/L < 3.0 < 3.0 (55) Polychlorinated Biphenyls (PCBs) Micrograms/L < 0.000044 annual avg.; 0.014 max < 0.000045 annual avg.; 0.03 max < 0.000045 annual avg.; 0.014 max < 0.000045 annual avg.; 0.03 max (56)(a) Polycyclic Aromatic Hydrocarbons (PAHs). Total of: Acenaphthylene; Benzo(a)anthracene; Benzo(a)pyrene; Benzo(b)fluoran-thene; Benzo-(ghi)perylene; Benzo(k)fluoranthene; Chrysene; Dibenzo- (a,h)anthracene; Indeno(1,2,3- cd)pyrene; and Phenanthrene Micrograms/L < 0.0028 annual avg. < 0.031 annual avg. < 0.031annual avg. < 0.031 annual avg. (56)(b)1. (Individual PAHs): Acenaphthene Milligrams/L < 1.2 See Note (2). < 2.7 See Note (2). < 2.7 See Note (2). < 2.7 See Note (2). (56)(b)2. (Individual PAHs): Anthracene Milligrams/L < 9.6 See Note (2). < 110 See Note (2). < 110 See Note (2). < 110 See Note (2). (56)(b)3. (Individual PAHs): Fluoranthene Milligrams/L < 0.3 See Note (2). < 0.370 See Note (2). < 0.370 See Note (2). < 0.370 See Note (2). (56)(b)4. (Individual PAHs): Fluorene Milligrams/L < 1.3 See Note (2). < 14 See Note (2). < 14 See Note (2). < 14 See Note (2). (56)(b)5. (Individual PAHs): Pyrene Milligrams/L < 0.96 See Note (2). < 11 See Note (2). < 11 See Note (2). < 11 See Note (2). (57)(a) Radioactive substances (Combined radium 226 and 228) Picocuries/L < 5 < 5 < 5 < 5 < 5 < 5 (57)(b) Radioactive substances (Gross alpha particle activity including radium 226, but excluding radon and uranium) Picocuries/L < 15 < 15 < 15 < 15 < 15 < 15 (58) Selenium Micrograms/L < 5.0 < 71 < 5.0 < 71 (59) Silver Micrograms/L See Note (3). < 0.07 See Minimum criteria in Section 62-302.500(1)(c) < 0.07 See Minimum criteria in Section 62-302.500(1)(c) (60) Specific Conductance (see Conductance, Specific, above) (61) Substances in concentrations which injure, are chronically toxic to, or produce adverse physiological or behavioral response in humans, plants, or animals None shall be present. (62) 1,1,2,2- Tetrachloroethane Micrograms/L < 0.17 annual avg. < 10.8 annual avg. < 10.8 annual avg. < 10.8 annual avg. (63) Tetrachloroethylene (1,1,2,2- tetrachloroethene) Micrograms/L < 0.8 annual avg., < 3.0 max < 8.85 annual avg. < 8.85 annual avg. < 8.85 annual avg. (64) Thallium Micrograms/L < 1.7 < 6.3 < 6.3 < 6.3 (65) Thermal Criteria (See Section 62- 302.520) (66) Total Dissolved Gases Percent of the saturation value for gases at the existing atmospheric and hydrostatic pressures < 110% of saturation value < 110% of saturation value < 110% of saturation value < 110% of saturation value (67) Transparency Depth of the compensation point for photosynthetic activity Shall not be reduced by more than 10% as compared to the natural background value. Shall not be reduced by more than 10% as compared to the natural background value. Shall not be reduced by more than 10% as compared to the natural background value. Shall not be reduced by more than 10% as compared to the natural background value. (68) Trichloroethylene (trichloroethene) Micrograms/L < 2.7 annual avg., < 3.0 max < 80.7 annual avg. < 80.7 annual avg. < 80.7 annual avg. (69) Turbidity Nephelometric Turbidity Units (NTU) < 29 above natural background conditions < 29 above natural background conditions < 29 above natural background conditions < 29 above natural background conditions < 29 above natural background conditions < 29 above natural background conditions (70) Zinc Micrograms/L See Notes (1) and (3). Zn e(0.8473[lnH]+0.884) < 86 Zn e(0.8473[lnH]+0.884) < 86 < 1,000 < 1,000 Notes: (1) “ln H” means the natural logarithm of total hardness expressed as milligrams/L of CaCO3. For metals criteria involving equations with hardness, the hardness shall be set at 25 mg/L if actual hardness is < 25 mg/L and set at 400 mg/L if actual hardness is > 400 mg/L. (2) This criterion is protective of human health not of aquatic life. (3) For application of dissolved metals criteria see paragraph 62-302.500(2)(d), F.A.C. (4) Class III-Limited waters have at least one Site Specific Alternative Criterion as established under Rule 62-302.800, F.A.C. Rulemaking Authority 403.061, 403.062, 403.087, 403.504, 403.704, 403.804 FS. Law Implemented 403.021, 403.061, 403.087, 403.088, 403.141, 403.161, 403.182, 403.502, 403.702, 403.708 FS. History–New 1-28-90, Formerly 17-3.065, Amended 2-13-92, 6-17-92, Formerly 17-302.540, 17- 302.550, 17-302.560, 17-302.570, 17-302.580, Amended 4-25-93, Formerly 17-302.530, Amended 1-23-95, 1-15-96, 5-15-02, 7-19-04, 12-7-06, 8- 5-10. STORMWATER MASTER PLAN UPDATE Appendix E June 2011 APPENDIX E Stormwater Atlas ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ !( !( !( !( !( !( !( !( !( !( !( !( !(!( !(!( !( !(!( !( !( !( !( !( !( !( !(!( !(!(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !P !O !O !P !O BASIN 9 BASIN 9 BASIN 8 H A R B O R D R C Y P R E S S D R O-16 J-438 J-431 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image A2 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 B2 B3 A3 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶!( !( !( !( !( !( !( !( !( !(!( !(!( !(!( !(!(!( !( !( !(!( !(!( !( !(!( !( !( !( !(!( !( !( !( !( !(!( !(!(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !(!( !(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !P !O !O !P !O BASIN 9 BASIN 7A BASIN 7B HARBOR DR B UTT O N W O O D D R HAMP TO N L N W O O D C R EST R D FERNWOOD RD WOOD CREST LN HARBOR PLZ CRANDON BLVD GLENRIDGE RD O-17 7-D 7-C 7-B J-452J-451 J-441 J-432 J-386 J-47487 J-47091 J-46399 J-462101J-461102 J-460100 J-458105 J-457104 J-456107 J-455106J-454108 J-449227 J-448109 J-447110 J-4297a-58 J-4287a-59 J-4217a-51 J-4207a-49 J-4197a-48 J-3907a-42 J-3877a-44 J-3837B-44 J-3827b-24 J-4537a-224X J-4267a-260x J-4257a-261x J-4187a-231x J-4147a-232x J-4137a-234x J-4117a-230x J-459103Rim 4.931 Inv. -3.99 J-3897a-43Rim 4.9 Inv. -4.06 J-3847b-45Rim 4.8 Inv. -4.56 J-3817b-25Rim 4.9 Inv. -5.06 J-4227A-50Rim 4.75 Inv. -3.56 Crandon Park Saint Agnes SchoolSaint Agnes School R I D G E W O O D R D J-7637a-67Rim Inv. J-445 Rim Inv. -5.06 J-4507a-64Rim Inv. -5.06 J-4307a-60Rim 4.7 Inv. -3.56 J-4277a-61Rim 4.4 Inv. -3.56 J-4247a-62Rim 4.4 Inv. -3.56 J-4237a-63Rim 4.9 Inv. -5.06 J-3887a-47Rim 4.8 Inv. -4.56 J-4177a-52Rim 5.07 Inv. -4.56 J-4167a-20Rim 4.75 Inv. -4.56 J-4107a-19Rim 4.85 Inv. -4.06J-4097a-18Rim 4.53 Inv. -4.06 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image A3 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 B2 B3 B4 A2 A4 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶¶¶ ¶ ¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ !(!( !(!( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !(!(!(!( !( !(!(!(!(!(!(!(!( !( !( !(!( !( !( !( !(!(!( !(!( !( !(!( !( !( !( !( !( ")!O BASIN 9 BASIN Outside OCEAN LANE DR CRANDON BLVD HARBOR DR 4(E) J-471 J-469 J-465 J-464 J-54195 J-54096 J-47588 J-47289 J-539a-4 J-538a-3 J-537a-6 J-536a-5 J-535a-7 J-534a-8 J-529a-9 J-467a-1 J-878a-18 J-533a-13 J-532a-11 J-531a-12 J-528a-14 J-527a-16 J-524a-17 Crandon Park J-466 Rim 4.66 Inv. J-884 Rim Inv. -3.56 J-883a-22Rim Inv. -5.56 J-882a-23Rim Inv. -3.56 J-881a-24Rim Inv. -3.56 J-880a-25Rim Inv. -4.06 J-879a-26Rim Inv. -4.06 J-958s-33Rim 4.65 Inv. -1.36 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image A4 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 B3 B4 A3 ¶¶¶¶ ¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶¶ ¶ ¶¶¶ ¶¶ ¶ ¶ ¶¶¶ ¶ !( !( !( !(!( !( !(!(!( !(!( !( !(!( !( !( !( !( !(!( !( !(!(!(!( !(!( !( !(!(!( !( !( !(!( !(!( !( !(!(!( !(!( !( !( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!( !(!(!( !(!( !( !( !( !( !( !( !(!( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !(!(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!(!( !( !(!(!(!(!(!(!(!( !(!(!( !( !( !(!(!(!(!(!(!(!( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !(!( !( !(!( !( !(!(!( !( !( !( !( !( !( !(!( !(!( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !(!( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !(!(!(!(!(!(!(!(!( !( !( !O!O !O !P !O !P !O !P !O !O!O!P !P BASIN 8 BASIN 6A BASIN 9 BASIN 6B H A R B O R D R H A R B O R C T W H E A T H E R D R REDWOOD LN GREENWOOD DR ALLENDALE RD H E ATH E R LN PALMWOOD LN CRANWOOD DR C Y P R E S S D R B A Y L N WARREN LN O-15 8-B 8-C J-97 J-437 J-436 J-435 J-173 J-172 J-170 J-169 J-168 J-166 J-165 J-164 J-150 J-145 J-144 J-125 J-122 J-119 J-114 J-108 J-101 J-100 J-221186 J-1838-5 J-128193 J-127192 J-126197 J-124198 J-112196 J-111194 J-7628-15 J-1818-12 J-1548-27 J-1388-38 J-136272x J-135273xJ-133270x J-2526a-18 J-2166b-28 J-1828-199x J-1638-124x J-1518-258x J-1498-214x J-1468-259x J-1438-210x J-1418-209x J-1378-213x J-1218-207x J-1068-205x J-1058-204x J-1528-30Rim 4.6 Inv. J-1328-40Rim 4.1 Inv. J-1318-39Rim Inv. -3.56 J-1618-37Rim Inv. -3.56 J-1538-29Rim 4.7 Inv. -3.56 J-1478-32Rim 4.5 Inv. -3.56 J-1308-41Rim 4.4 Inv. -3.56 J-1808-13Rim 3.95 Inv. -3.56 J-1558-28Rim 4.62 Inv. -3.56 J-1428-33Rim 4.52 Inv. -3.56 J-1138-20Rim 3.8339 Inv. -4.56 J-98 Rim Inv. J-110 Rim 3.672 Inv. J-1628-36Rim Inv. -3.56 J-998-14Rim 3.6 Inv. -3.56 J-1858-7Rim 4.07 Inv. -4.06 J-1298-42Rim 4.5 Inv. -3.56 J-1048-17Rim 3.7 Inv. -4.56 J-1488-31Rim 4.54 Inv. -3.56 J-1408-34Rim 4.48 Inv. -3.56 J-2536a-19Rim 3.85 Inv. -3.56 J-7618-18Rim 4.0519 Inv. -4.56 J-1098-19Rim 3.5992 Inv. -4.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image B2 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C1 C2 C3 B3 A2 A3 ¶¶¶¶ ¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶¶ ¶¶¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶¶¶ !( !( !( !(!( !(!( !(!( !( !(!(!( !(!( !( !(!( !( !( !( !( !(!( !( !(!(!(!( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!( !(!(!( !(!( !( !( !( !( !( !( !(!( !( !(!(!( !( !( !( !( !(!( !( !( !( !(!( !( !( !(!(!(!( !( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!(!(!(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!(!( !( !(!(!(!(!(!(!(!(!(!( !(!(!( !( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !( !(!( !( !(!( !(!( !( !(!( !( !( !( !( !( !(!( !( !(!(!(!( !( !( !( !( !( !( !(!( !(!( !(!( !( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !(!( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!(!(!( !( !( !( !( !( !( !(!(!(!(!(!(!(!(!(!( !( !( !(!( !( !( !( !( !( !( !( !(!( !( !O!O !O !P !O !O!O!P BASIN 7A BASIN 9 BASIN 8 BASIN 7B BASIN 9 BASIN 6B HAMPTON LN G L E N R I D G E R D F E R N W O O D R DR I D G E W O O D R D WOODCREST RD W H E AT H ER D R CYPRESS DR CRANDON BLVD WARREN LN GREENWOOD DR CRANWOOD DR B U T T O N W O O D D R C R A N D O N B L V D 7-AJ-95 J-94 J-93 J-92 J-91 J-86 J-85 J-81 J-80J-79 J-78 J-76J-75 J-71J-70 J-69J-68 J-66 J-65 J-62 J-921 J-434 J-48972 J-48873 J-48775 J-48676 J-48277 J-48181 J-48082 J-47984 J-47883 J-908-8 J-916236J-915235 J-1878-2 J-1868-1J-1848-6 J-175237 J-4007a-9 J-3577b-6 J-3567b-4 J-3457b-8J-344261x J-3327a-4 J-3317a-5 J-1578-25 J-4087a-16J-4067a-15 J-4047a-12 J-4037a-13 J-4017a-10 J-3987a-34 J-3977a-33 J-3957a-37J-3947a-36 J-3927a-40J-3917a-39 J-3797b-22J-3787b-21 J-3777b-41 J-3767b-42 J-3737b-19J-3727b-18 J-3717b-39J-3707b-38 J-3687b-37 J-3677b-36 J-3667b-16J-3657b-15 J-3612B-12J-3607b-11 J-3477b-29 J-3467b-30J-3377a-26 J-3367a-25 J-1788-242xJ-1778-241x J-1748-238xJ-1598-240x J-4157a-233x J-3587b-260x J-3427b-10Rim 4 Inv. -3.56 J-3997a-35Rim 5.4 Inv. -3.56 J-3747b-20Rim 4.9 Inv. -3.56 J-3637b-14Rim 4.9 Inv. -3.56 J-3557b-5Rim 4.17 Inv. -3.56 J-1798-21Rim 4.35 Inv. -4.06 J-1568-26Rim 4.47 Inv. -3.56 J-4077a-17Rim 4.57 Inv. -3.56 J-4057a-14Rim 4.75 Inv. -3.56 J-4027a-11Rim 4.64 Inv. -3.56 J-3967a-38Rim 4.95 Inv. -4.06 J-3757b-43Rim 4.75 Inv. -4.06 J-3697b-40Rim 4.75 Inv. -3.56 J-3347a-28Rim 3.89 Inv. -3.56 EAS T DR J-84 Rim Inv. J-63 Rim Inv. J-96 Rim Inv. -4.06 J-83 Rim Inv. -4.06J-82 Rim Inv. -4.06 J-74 Rim Inv. -3.56J-73 Rim Inv. -3.56 J-64 Rim Inv. -3.56J-878-9Rim 4 Inv. -4.06 J-888-11Rim 4 Inv. -4.06 J-3597b-7Rim 4.1 Inv. -4.06 J-3337a-6Rim 3.8 Inv. -3.56 J-1888-3Rim 3.82 Inv. -4.06 J-1608-23Rim 4.7 Inv. -3.56 J-1588-24Rim 4.6 Inv. -3.56 J-777a-7Rim 3.95 Inv. -3.56 J-677b-35Rim 4.5 Inv. -3.56 J-3937a-41Rim 4.9 Inv. -4.06 J-3807b-23Rim 4.9 Inv. -4.06 J-3627b-13Rim 4.9 Inv. -3.56 J-3437b-9Rim 4.15 Inv. -4.06 J-1768-22Rim 4.72 Inv. -3.56 J-3647b-17Rim 4.95 Inv. -3.56 J-3487b-31Rim 3.95 Inv. -3.56 J-3357a-27Rim 4.12 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image B3 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C2 C3 C4 B2 B4 A2 A3 A4 ¶¶ ¶ ¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶¶¶¶¶¶¶¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶¶¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶ !(!( !(!(!(!( !( !( !(!( !( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!(!(!(!(!(!(!(!(!( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !(!(!( !(!( !(!( !( !( !( !(!(!( !(!( !(!( !(!( !( !( !(!( !(!(!(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!( !(!(!(!(!( !( !( !(!( !( !(!( !( !( !( !( !( !(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !( !(!(!(!(!( !(!( !( !(!( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !( ")!O BASIN OutsideBASIN 9 EAS T DR E H E AT H ER D R G U L F R D OCEAN DR P A C I F I C R D A T L A N T I C R D C A R I B B E A N R D TURTLE WALK CRANDON BLVD LOYOLA DR GR A N D B AY D R GRAND BAY ESTATES CIR COCONUT LN 1(W)/2(E)J-484 J-483 J-8306 J-8273 J-8251 J-87773 J-87672J-87571 J-87267 J-87166 J-86963 J-86764 J-86661J-86460 J-86257 J-86158 J-85954 J-85855 J-85434 J-85335 J-85239J-84938 J-84742J-84641 J-84545J-84344 J-84248J-84047 J-83951J-83750 J-83511 J-83412 J-82432J-82331 J-82128 J-82029 J-81826J-81725 J-81219 J-81120J-80415 J-47785 J-80817aJ-80719b J-80519c J-80116a J-84840Rim 4 Inv. -5.06 J-82230Rim 4 Inv. -4.56 J-81321Rim 4 Inv. -5.06 J-79916bRim 5 Inv. -4.06 J-87470Rim 3.7 Inv. -4.56J-84146Rim 3.7 Inv. -4.56 J-80016Rim 4.2 Inv. -5.06 J-86356Rim 3.65 Inv. -5.06 J-86053Rim 3.65 Inv. -5.06 J-80917Rim 4.15 Inv. -5.06 J-80619aRim 4.1 Inv. -4.56 GRAND BAY ESTATES CIR J-485 Rim Inv. J-85569Rim Inv. -5.06 J-85037Rim Inv. -5.06 J-86862Rim 4 Inv. -4.56 J-8294Rim 4.1 Inv. -4.56 J-8262Rim 3.9 Inv. -4.56 J-86559Rim 4.1 Inv. -4.56 J-85652Rim 4.1 Inv. -5.06 J-84443Rim 3.5 Inv. -4.56 J-83849Rim 3.9 Inv. -4.56 J-83610Rim 4.1 Inv. -5.06 J-8317Rim 4.05 Inv. -4.56 J-81927Rim 4.1 Inv. -4.56 J-81624Rim 3.9 Inv. -4.56 J-81018Rim 3.9 Inv. -4.56 J-80213Rim 4.1 Inv. -5.06 J-87065Rim 4.15 Inv. -4.56 J-85133Rim 4.25 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image B4 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C3 C4 B3 A3 A4 ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !( !( !(!(!( !( !(!( !( !(!( !( !(!( !( !( !P !O !P !O !O !P !P !P BASIN 6A HARBOR PT W M ATHESON DR J-918J-917 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image C1 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C2 B2 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶ ¶ ¶¶ ¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶¶¶ ¶ !( !( !( !( !( !( !( !( !( !(!(!( !(!( !( !( !( !(!( !( !(!( !(!(!( !( !( !( !( !( !( !( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!( !(!(!( !(!( !( !( !( !( !( !( !(!( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !(!( !(!( !(!( !(!( !( !( !(!( !( !( !( !( !(!( !(!( !(!( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !( !(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !(!(!( !( !( !(!(!( !( !(!( !( !(!(!( !( !(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !(!( !( !O !O !P !O !P !O !O !O !P !P !P BASIN 6A BASIN 6B BASIN 3 HARBOR DR W ENID DR W M CINTYRE ST BAY LN BEECHWOOD DR WARREN LN CURTISWOOD DR ALL E NDAL E RD W MATHESON DR HARBOR LN SUNSET CIR W E S T W O O D D R SATINWOOD DR SABAL PALM DR HARBOR CIR ALLENDALE RD WARREN LN SATINWOOD DR O-12 O-14 6-B 6-D 6-A 6-C J-26 J-914 J-571 J-313 J-311 J-309J-308 J-274 J-273 J-271 J-262 J-260 J-230J-229 J-224J-222187 J-218188J-217191 J-3303-66J-3293-65 J-3206b-6 J-3196b-7 J-3186b-9 J-2966a-7 J-2926a-4 J-2916a-2 J-2896a-1 J-3166b-12J-3156b-11 J-2776a-44 J-2656a-27 J-2646a-28 J-2576a-22 J-2556a-20 J-2516a-16 J-2506a-14 J-2436a-11 J-2416b-48J-2406b-49 J-2396b-47 J-2376b-52 J-2366b-45 J-2286b-41 J-2276b-39 J-2156b-29 J-2116b-32 J-2106b-33 J-293-151xJ-283-150x J-213-149xJ-5703-134x J-8876a-145x J-8866a-144x J-3076a-249xJ-3066a-248x 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3.95 Inv. -3.56 J-3273-68Rim 3.95 Inv. -3.56 J-2976a-8Rim 3.85 Inv. -3.56 J-2856a-36Rim 3.9 Inv. -4.56J-2836a-40Rim 3.9 Inv. -3.56 J-2826a-41Rim 3.9 Inv. -3.56 J-2696a-31Rim 3.9 Inv. -4.56 J-2616a-26Rim 3.7 Inv. -0.26 J-2596a-24Rim 3.8 Inv. -3.56 J-2546a-21Rim 3.9 Inv. -3.56 J-2486a-15Rim 3.8 Inv. -3.56 J-2446a-12Rim 3.9 Inv. -2.76 J-2426b-50Rim 3.9 Inv. -3.56 J-2336b-44Rim 4.2 Inv. -3.56 J-2236b-38Rim 3.8 Inv. -5.06 J-3016a-35Rim 3.85 Inv. -4.06 J-2666a-29Rim 3.85 Inv. -3.56 J-2136b-30Rim 3.75 Inv. -3.56 J-2096b-34Rim 3.85 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image C2 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C1 C3 B2 B3 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶ ¶ ¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶¶ ¶ ¶¶ ¶¶¶ !( !( !( !( !( !( !( !( !( !(!(!( !(!( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!( !(!(!( !(!( !( !( !( !( !( !( !(!( !( !(!(!( !( !( !( !( !( !( !(!( !(!( !( !( !(!( !( !( !( !( !(!( !(!( !(!( !( !( !(!(!(!( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !(!(!( !(!( !(!( !( !(!( !( !( !( !( !( !(!( !( !( !( !( !( !( !(!( !( !(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !(!(!( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !O !O !O !O BASIN 9 BASIN 6B BASIN 3 BASIN 7A BASIN 7B BASIN Outside BASIN Outside BASIN Outside BASIN 8 FERNWOOD RD GLENRIDGE RD CRANDON BLVD RIDGEWOOD RD W MCINTYRE ST W ENID DR HAMPTON LN WESTWOOD DR WOODCREST RD E ENID DR SUNRISE DR VILLAGE GRE E N W A Y E W O O D D R GRAND BAY DR HAMPTON LN W ENID DR W MCINTYRE ST WOODCREST RD 1(W) J-48J-43 J-965 J-945 J-944 J-943 J-942 J-933 J-930 J-929 J-927J-924J-923 J-908J-906 J-905 J-904 J-903 J-902 J-898J-897 J-895 J-893 J-754 J-753 J-752 J-751 J-750J-749 J-546 J-350J-349 J-5059 J-54563 J-54364 J-54261 J-49769 J-49566 J-49270 J-49074 J-61153 J-60154 J-58178 J-57177 J-56176 J-55175 J-54174 J-53173 J-793s-2 J-791s-3 J-748165 J-747166J-746164 J-745163J-743161 J-742160 J-741159 J-740157J-739156 J-738158 J-713s-3 J-711s-5 J-3537b-2J-3527b-1 J-3266b-2 J-3256b-1 J-3226b-4 J-1927a-2 J-1897a-1 J-3397a-22 J-3387a-24 J-1976b-24J-1966b-23 J-1946b-20 J-1936b-21 J-323-152x J-2026b-185x J-2016b-184x J-2006b-269x J-5260Rim Inv. J-940 Rim 5.366 Inv. J-937 Rim 5.667 Inv. J-936 Rim 5.469 Inv. J-935 Rim 4.188 Inv. J-934 Rim 3.643 Inv. J-932 Rim 3.726 Inv. J-922 Rim 3.127 Inv. J-896 Rim 3.189 Inv. J-894 Rim 3.321 Inv. J-892 Rim 3.664 Inv. J-3246b-3Rim 4.1 Inv. -3.56 J-2036b-27Rim 3.7 Inv. -3.56 J-3517b-28Rim 4.12 Inv. -3.56 Key Biscayne Elementary SchoolKey Biscayne Elementary School GALEN DR W ENID DR J-928 Rim 3.99 Inv. J-939 Rim 6.009 Inv. J-938 Rim 5.599 Inv. J-931 Rim 3.844 Inv. J-54465Rim 4.19 Inv. J-333-27Rim 3.92 Inv. J-712s-4Rim 4.83 Inv. -0.66 J-303-63Rim 3.95 Inv. -3.56 J-3547b-3Rim 4.12 Inv. -3.56 J-3236b-5Rim 3.95 Inv. -3.56 J-1986b-25Rim 3.7 Inv. -3.56 J-1917a-3Rim 3.95 Inv. -3.56 J-363-27aRim 3.92 Inv. -3.56 J-313-63aRim 3.85 Inv. -3.56 J-3417a-23Rim 4.05 Inv. -3.56 J-2046b-26Rim 3.65 Inv. -3.56 J-1956b-22Rim 3.76 Inv. -3.56 J-1996b-25aRim 3.75 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image C3 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C2 C4 B2 B3 B4 D4 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶¶¶¶¶¶¶¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶¶¶¶ ¶ ¶ ¶¶ ¶ ¶¶ ¶ ¶¶ ¶¶ !(!( !( !( !( !( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !( !( !( !( !(!( !(!(!( !(!( !(!( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !(!(!( !( !( !(!( !( !( !( !( !( !(!( !( !( !( !( !( !( !(!(!(!(!( !( !(!(!(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !O !O !O!O!O BASIN Outside BASIN 9 E ENID DR GALEN DR E WOOD DR SUNRISE DR OCEAN DR GRAND BAY DR N C L U B D R LAKE DR BEACH CLUB LN GRAND BAY E S T ATES CIR OCEAN DR G R A N D B A Y D R 2(C)3(E) S-29(E) S-13(W) J-948 J-946 J-733 J-732 J-520 J-519 J-516J-515 J-514 J-509 J-506 J-504 J-503 J-502 J-501 J-499 J-498 J-766 J-795s-5 J-794s-4 J-790s-7 J-789s-6 J-788s-9 J-787s-8 J-718s-9J-716s-6 J-715s-8 J-786s-11 J-785s-10 J-784s-13 J-783s-12 J-782s-15 J-781s-14 J-779s-16 J-778s-18 J-777s-17 J-776s-20 J-775s-19 J-774s-22 J-773s-21 J-771s-23 J-770s-25 J-727s-18 J-726s-20 J-724s-15 J-723s-17 J-722s-12 J-720s-14J-717s-11 J-769s-24 J-768s-26 J-767s-27 J-508 Rim Inv. J-734 Rim Inv. -2.06 J-518 Rim 4.124 Inv. J-500 Rim 4.156 Inv. J-714s-7Rim 4.73 Inv. -3.56 J-728s-19Rim 4.45 Inv. -2.06 J-725s-16Rim 4.62 Inv. -2.06 J-719s-10Rim 4.85 Inv. -1.56 LOYOLA DR J-735 Rim Inv. J-505 Rim Inv. J-512 Rim 3.938 Inv. STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image C4 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C3 B3 B4 D4 ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ !( !( !( !( !( !(!(!(!(!(!(!(!(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!(!(!( !(!(!( !( !(!(!(!(!(!(!(!(!(!(!(!(!( !( !( !(!( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !P !O !O !P !( !P !O !P !( !P BASIN 1 BASIN 6A S MASHTA DR N MASHTA DR M A S H T A D R MASHTA PL O-10 1-28 J-7561-4x J-5891-3x J-5871-17 J-5861-18 J-5841-15 J-5831-14 J-5801-11 J-5791-12 J-5731-2x J-5781-27Rim 4.6 Inv. MASHTA CT J-7551-20Rim 4.4 Inv. -3.56 J-5811-13Rim 4.6 Inv. -5.06 J-5761-29Rim 4.6 Inv. -4.06 J-7571-24Rim 4.45 Inv. -5.56 J-5881-19Rim 4.73 Inv. -4.56 J-5851-16Rim 4.45 Inv. -4.06 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image D1 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D2 E2 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !(!( !( !( !( !(!( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !(!(!( !( !(!(!(!(!( !( !( !( !(!( !( !( !( !(!(!( !( !( !( !(!( !( !(!( !( !( !( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !( !( !( !(!( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !(!( !( !(!( !( !( !( !(!(!(!( !( !( !( !( !(!( !( !O !P !O !O !O !P !( !P !O !P !( !O !P !O!O !P !( !O !P !P !P !P !O BASIN 3 BASIN 1 BASIN 2 BASIN 4 H A R B O R D R W MASHTA DR N MASHTA DR WESTW OOD DR ISLAND DR C U R TIS W O O D D R M Y R T L E W O O D L N HA RB O R LN ALLE NDALE RD S MASHTA DR MASHTA CT O-07 O-06 O-09 O-11 3-D 3-C 2-24 3-56 J-9 J-8 J-4 J-3 J-2 J-23J-20 J-19 J-17J-16 J-14 J-13 J-672 J-667 J-568 J-6753-61 J-6693-59 J-6683-57 J-6643-52 J-6563-43 J-6553-42 J-5972-15J-5951-21J-5941-22 J-5921-7x J-5901-6x J-5643-79 J-5623-78 J-6733-15x J-6 Rim Inv. J-963 Rim Inv. -4.56 J-6653-55Rim 4 Inv. -4.56 J-153-71Rim 4.2 Inv. -4.06 J-6783-62Rim 3.7 Inv. -4.56 J-6703-60Rim 3.8 Inv. -4.56 J-6633-53Rim 4.1 Inv. -4.56 J-6543-44Rim 4.2 Inv. -3.56 J-5982-16Rim 4.3 Inv. -3.56 J-7643-82Rim 3.9 Inv. -5.06 J-5653-81Rim 4.25 Inv. -5.06 J-12 Rim Inv. J-604 Rim Inv. J-5 Rim Inv. -5.06 J-5961-23Rim 4.65 Inv. J-243-69aRim 4 Inv. -3.56 J-73-76Rim 3.9 Inv. -4.56 J-5911-25Rim 4.4 Inv. -6.06 J-253-69Rim 4.04 Inv. -3.56 J-6663-58Rim 4.05 Inv. -4.56 J-5633-80Rim 4.05 Inv. -3.56 J-183-71aRim 4.23 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image D2 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D1 D3 E2 E3 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶¶¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ !( !( !( !( !( !( !( !( !( !( !(!(!( !(!( !( !( !( !(!( !(!(!( !( !( !( !( !( !( !(!(!(!(!(!(!(!(!(!(!( !( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !(!( !(!( !( !( !( !(!(!(!(!(!(!(!(!(!(!( !( !( !(!(!( !(!( !(!(!(!(!( !( !( !( !( !( !( !( !(!( !( !(!( !( !( !( !(!(!(!(!(!(!(!(!(!( !( !(!( !( !( !( !( !( !( !( !( !( !( !(!( !( !(!( !( !(!( !( !( !( !( !( !(!(!(!( !( !( !( !(!(!( !( !(!( !( !(!( !( !O !O !P !O !P !O!O !P !( !O !P !P !( !O !P !P !P !O !O BASIN 3 BASIN 4 BASIN 9 BASIN 9 BASIN Outside ISLAND D R W MASHTA DR W E S T W O O D D R F E R N W O O D R D KNOLLWOOD DR G L E N R I D G E R D C R A N D O N B L V D R I D G E W O O D R D M A R I N E R D R W O O D C R E S T R D A L L E N D A L E R D L A K E V I L L A D R O-08 3-B 3-A S-20 4-11 J-964 J-910 J-900 J-890 J-662 J-5153 J-4955 J-4754 J-4656 J-55250 J-55149 J-55048 J-54852 J-54751 J-423-2J-413-3 J-6854-6 J-6834-4 J-6814-3 J-6804-2 J-6223-9 J-6213-8 J-6203-5 J-6193-6 J-383-14 J-373-15 J-6613-47 J-6603-48 J-6583-45 J-6523-39 J-6483-29 J-6513-40 J-6463-28 J-6393-31J-6383-32 J-6363-34J-6353-35 J-6313-17J-6303-18 J-6283-20 J-6273-21 J-6253-11 J-6904-24x J-6894-25x J-7653-263x J-899 Rim Inv. J-647 Rim Inv. J-891 Rim 3.798 Inv. J-889 Rim 3.516 Inv. J-6874-8Rim 5 Inv. -4.06 J-6864-7Rim 5.2 Inv. -2.56 J-6824-1Rim 4.6 Inv. -3.56 J-6844-5Rim 5.27 Inv. -3.56 J-6533-41Rim 4.2 Inv. -3.56 J-6323-19Rim 4.1 Inv. -3.56 J-6233-10Rim 4.1 Inv. -3.56 CURTISWOOD DR E W O O D D R S C L U B R D J-888 Rim 3.439 Inv. J-6884-9Rim 5 Inv. -3.56 J-6183-7Rim 3.8 Inv. -3.56 J-6593-49Rim 4.1 Inv. -3.56 J-6373-36Rim 3.7 Inv. -3.56 J-6293-22Rim 4.2 Inv. -3.56 J-6243-12Rim 4.4 Inv. -3.56 J-403-16Rim 4.22 Inv. -3.56 J-7603-4Rim 3.457 Inv. -3.56 J-6914-10Rim 4.85 Inv. -3.56 J-6573-46Rim 4.37 Inv. -3.56 J-6453-30Rim 3.73 Inv. -3.56 J-6403-33Rim 3.77 Inv. -3.56 J-6333-38Rim 3.95 Inv. -4.06 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image D3 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D2 E2 E3 ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶¶ ¶ ¶ ¶¶ ¶ ¶¶¶¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ !(!( !( !( !( !( !( !( !(!(!(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !(!(!( !( !( !(!( !(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!(!( !( !(!(!( !(!( !(!(!(!(!( !( !( !( !( !( !( !( !(!( !( !(!( !( !( !( !(!( !( !( !( !(!(!(!(!( !( !( !(!( !( !(!( !( !( !( !P !P !( !O!P !O !O!O!O!O !P !O BASIN Outside BASIN 9 S CLUB RD SEAVIEW DR CRANDON BLVD ISLAND DR OCEAN DR GRAPETREE DR LAKE DR LAKE VILL A D R O-03 J-957 J-956 J-955 J-556 J-549 J-56041 J-55940 J-55743 J-55344 J-952s-9 J-950s-11 J-953s-35Rim 5.6 Inv. -2.56 KNOLLWOOD DR B E A C H C L U B L N LAKE DR J-554 Rim Inv. J-555 Rim Inv. -4.4 J-954s-32Rim 5 Inv. -2.56 J-951s-10Rim 6.18 Inv. -2.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image D4 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 C3 C4 E4 ¶¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶¶ ¶ ¶ !(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !O !P !P !P !P !O BASIN 2 BASIN 3 BASIN 1 S MASHTA DR W MASHTA DR N MASHTA DR N MASHTA DR J-6172-6J-6162-5 J-6142-3 J-6122-1 J-6102-8 J-6062-23J-6002-17 J-5992-18 J-7592-11x J-7582-10x J-6112-2Rim 4.4 Inv. -3.56 Bill Baggs State Rec Area HARBOR DR J-6072-22Rim 4 Inv. -4.06 J-6152-7Rim 4.3 Inv. -3.56 J-6132-4Rim 4.3 Inv. -3.56 J-6092-21Rim 4.2 Inv. -3.56 J-6012-19Rim 4.2 Inv. -3.56 J-6022-20Rim 4.05 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image E2 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D1 D2 D3 E3 ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ ¶ ¶ !( !( !( !( !( !( !( !( !( !O !P!P !P !( !P !P !O BASIN 3 BASIN 4 BASIN Outside BASIN 9 H A R B O R D R M A R I N E R D R C A P E F L O R I D A D R HD-1 5-2J-696 Bill Baggs State Rec Area STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image E3 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D2 D3 E2 ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶ ¶¶ ¶ ¶ !( !( !( !( !( !(!( !( !( !( !( !( !( !( !P !( !O!P BASIN Outside BASIN 9 CRANDON BLVD C A P E F L O R I D A D R I S L A N D D R CAPE FLORIDA PARK BLVD O-02 5-15J-6995-5J-6985-3 J-7095-8 J-7085-7 J-7045-13 J-7065-10 J-697 Rim Inv. -3.56 J-7005-6Rim 4.85 Inv. -3.56 J-7055-12Rim 5.05 Inv. -3.56 Bill Baggs State Rec Area J-7015-14Rim 4.8 Inv. -5.06 J-7105-9Rim 4.85 Inv. -3.56 J-7075-11Rim 4.75 Inv. -3.56 STORMWATER ATLASSTORMWATER MASTER PLAN UPDATEVILLAGE OF KEY BISCAYNE, FLORIDA SHEET 0 150Feet O Legend Village of Key BiscayneMunicipal Limits Study Area Structures !P Outfall !O Drainage Well !(Weir ")Pump Station !(Catch Basins !(Manholes Repetitive Loss Properties Flooding Complaint Areas Historical Draingage Basin Delineation Updated Drainage Basin Delineation ¶Flow Direction Pipes NA 12" 15" 18" 24" 30" 36" 42" 48" Printing Date: 12/01/2010Drawn By: AMM File: P:\IER\15760\200-15760-10003\GIS\Maps\BL_SW_Atlas.mxd Source: Miami- Dade GIS DataMicrosoft Virtual EarthMiami Dade 2007 Aerial Image E4 ALL ELEVATIONS DISPLAYED IN NAVD 88VERTICAL DATUM APPENDIX A E4E3 A2 C1 E2 D4 A4A3 B4B3B2 C4C3C2 D3D2D1 D4 STORMWATER MASTER PLAN UPDATE Appendix F June 2011 APPENDIX F Existing Drainage Structure Inventory ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y Catch Basin 3.41 1.31 0 As Built 03 SUB‐12142 960 HARBOR DR 930324.72 491218.04 Catch Basin 2.15 1.05 0 As Built 03 SUB‐12142 940 HARBOR DR 930200.76 491479.49 Catch Basin 2.36 ‐1.22 0 As Built 03 SUB‐12142 941 HARBOR DR 930260.14 491513.87 J‐100 Catch Basin 2 0 0 Assumed Elevation 08 SUB‐11948 300 W HEATHER DR 929766.43 495262.08 J‐101 Catch Basin 2 0 0 Assumed Elevation 08 SUB‐12266 300 W HEATHER DR 929680.76 495277.28 J‐105 8‐204x Catch Basin 1.94 0 0 Design Elevation 08 SUB‐12266 285 W HEATHER DR 929687.08 495303.14 J‐106 8‐205x Catch Basin 1.69 0 0 Design Elevation 08 SUB‐12264 385 HEATHER LN 929311.13 495302.84 J‐107 8‐208x Catch Basin 2.8365 0 0 Design Elevation 08 SUB‐12264 390 HEATHER LN 929244.71 495300.47 J‐108 Catch Basin 3 ‐1.62 4.62 Assumed Elevation 08 SUB‐12256 371 W HEATHER DR 929037.49 495296.14 J‐111 194 Catch Basin 1.54 0 0 Design Elevation 08 SUB‐12256 360 W HEATHER DR 929041.51 495259.88 J‐112 196 Catch Basin 1.64 0 0 Design Elevation 08 SUB‐12256 400 W PALMWOOD LN 928999.11 495260.14 J‐114 Catch Basin 3 0 0 Assumed Elevation 08 NA 375 HARBOR DR 928800.26 495298.11 J‐116 Catch Basin 3 0 0 Assumed Elevation 08 NA 375 HARBOR DR 928776.8 495367.6 J‐119 Catch Basin 3 0 0 Assumed Elevation 08 NA 375 HARBOR DR 928734.57 495374.29 J‐120 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12264 390 HEATHER LN 929266.94 495368.07 J‐121 8‐207x Catch Basin 3.14 0 0 Assumed Elevation 08 SUB‐12264 385 HEATHER LN 929299.02 495402.72 J‐122 Catch Basin 3.1 0 0 Assumed Elevation 08 SUB‐12264 380 HEATHER LN 929276.8 495441.58 J‐124 198 Catch Basin 1.54 ‐0.16 1.7 Design Elevation 08 SUB‐12252 361 REDWOOD LN 929250.95 495049.06 J‐125 Catch Basin 3 ‐0.16 3.16 Assumed Elevation 08 SUB‐12252 361 REDWOOD LN 929250.95 495049.06 J‐126 197 Catch Basin 1.64 ‐0.16 1.8 Design Elevation 08 SUB‐12252 350 REDWOOD LN 929250.35 495025.3 J‐127 192 Catch Basin 1.63 ‐0.53 2.16 Design Elevation 08 SUB‐12252 390 REDWOOD LN 928998.06 495022.13 J‐128 193 Catch Basin 1.61 ‐0.29 1.9 Design Elevation 08 SUB‐12252 375 REDWOOD LN 929003.33 495063.46 J‐13 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12152 701 MYRTLEWOOD LN 929164.85 493029.16 J‐133 270x Catch Basin 3 0 0 Assumed Elevation 07A NA 365 HARBOR DR 928796.77 495514.98 J‐134 271x Catch Basin 3 0 0 Assumed Elevation 08 SUB‐11924 365 HARBOR DR 928858.5 495520.43 J‐135 273x Catch Basin 3.1 0 0 Assumed Elevation 08 SUB‐11924 397 HARBOR CT 928894.41 495519.88 J‐136 272x Catch Basin 3.64 0 0 Assumed Elevation 08 SUB‐11924 355 HARBOR DR 928856.58 495550.42 J‐137 8‐213x Catch Basin 2.44 ‐3.56 6 Design Elevation 08 SUB‐11924 380 HARBOR CT 929032.94 495550.33 J‐138 8‐38 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 08 SUB‐12328 355 HARBOR DR 928838.28 495646.89 J‐14 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12152 700 MYRTLEWOOD LN 929124.52 492998 J‐141 8‐209x Catch Basin 2.46 0 0 Design Elevation 08 SUB‐12318 340 HARBOR CT 929282.44 495803.58 J‐143 8‐210x Catch Basin 2.44 ‐3.56 6 Design Elevation 08 SUB‐12318 345 HARBOR CT 929348.19 495764.18 J‐144 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12318 335 GREENWOOD DR 929407.8 495744.5 J‐145 Catch Basin 3.28 0 0 Assumed Elevation 08 SUB‐12318 345 HARBOR CT 929387.34 495717.98 J‐146 8‐259x Catch Basin 2.44 ‐3.56 6 Design Elevation 08 SUB‐12318 305 HARBOR CT 929429.8 495894.17 J‐149 8‐214x Catch Basin 2.44 ‐3.56 6 Design Elevation 08 SUB‐12324 300 HARBOR CT 929527.84 496018.64 J‐150 Catch Basin 4 ‐3.56 7.56 Assumed Elevation 08 SUB‐12324 300 HARBOR CT 929483.23 495970.79 J‐151 8‐258x Catch Basin 2.64 ‐2.56 5.2 Design Elevation 08 SUB‐12324 305 HARBOR CT 929550.35 495919.83 J‐154 8‐27 Catch Basin 2.64 ‐1.56 4.2 Design Elevation 08 SUB‐12324 280 CRANWOOD DR 929738.05 495773.46 J‐157 8‐25 Catch Basin 3 ‐1.56 4.56 Assumed Elevation 08 SUB‐11926 240 CRANWOOD DR 930035.15 495775.06 J‐159 8‐240x Catch Basin 3 ‐0.56 3.56 Assumed Elevation 08 SUB‐11926 200 CRANWOOD DR 930298.64 495767.76 J‐16 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12442 700 CURTISWOOD DR 929321.23 493150.88 J‐163 8‐124x Catch Basin 2.484 ‐3.56 6.044 Tt Survey 08 SUB‐12330 315 HARBOR DR 929010.76 495889.02 J‐164 Catch Basin 2.946 0 0 Tt Survey 08 SUB‐12336 305 HARBOR DR 929120.18 495984.52 J‐165 Catch Basin 3.041 0 0 Tt Survey 08 SUB‐12336 295 HARBOR DR 929197.62 496051.59 J‐166 Catch Basin 2.813 0 0 Tt Survey 08 SUB‐12334 275 HARBOR DR 929327.52 496163.56 J‐167 Catch Basin 2.456 0 0 Tt Survey 08 SUB‐12334 275 HARBOR DR 929319.6 496213.58 J‐168 Catch Basin 2.599 0 0 Tt Survey 08 SUB‐12334 275 HARBOR DR 929298.2 496188.14 J‐169 Catch Basin 2.745 0 0 Tt Survey 08 SUB‐12332 299 HARBOR DR 929150 496057.31 J‐17 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12176 705 CURTISWOOD DR 929367.73 493167.42 J‐170 Catch Basin 2.849 0 0 Tt Survey 08 SUB‐12326 315 HARBOR DR 928983.88 495913.96 J‐172 Catch Basin 3.49 0 0 Assumed Elevation 09 SUB‐12320 255 HARBOR DR 929468.6 496233.78 J‐173 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12334 265 HARBOR DR 929444.7 496212.33 J‐174 8‐238x Catch Basin 2.44 ‐0.96 3.4 Design Elevation 08 SUB‐11926 325 HAMPTON LN 930331.64 495804.84 J‐175 237 Catch Basin 2.69 ‐0.96 3.65 Design Elevation 07A SUB‐12292 285 HAMPTON LN 930313.47 496046.19 J‐177 8‐241x Catch Basin 4 ‐3.56 7.56 Assumed Elevation 08 SUB‐11926 201 GREENWOOD DR 930323.73 495609.22 J‐178 8‐242x Catch Basin 4 ‐3.56 7.56 Assumed Elevation 08 SUB‐11926 355 HAMPTON LN 930358.31 495614.94 J‐181 8‐12 Catch Basin 2.04 ‐5.06 7.1 Design Elevation 08 SUB‐12262 301 REDWOOD LN 929685.81 495061.93 J‐182 8‐199x Catch Basin 2.04 ‐5.06 7.1 Design Elevation 08 SUB‐12262 300 REDWOOD LN 929670.4 495005.4 J‐183 8‐5 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 08 SUB‐12268 422 WARREN LN 929945.83 495025.23 J‐184 8‐6 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 08 SUB‐12268 435 WARREN LN 929975.51 495013.73 VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY VKB_StructureInventory_04142011 Page 1 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐186 8‐1 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 08 SUB‐11972 422 HAMPTON LN 930209.12 495017.56 J‐187 8‐2 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 08 SUB‐11972 435 HAMPTON LN 930235.24 494992.4 J‐189 7a‐1 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 07A SUB‐11990 472 RIDGEWOOD RD 930376.06 494730.52 J‐19 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12192 705 CURTISWOOD DR 929449.53 493226.16 J‐192 7a‐2 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 07A SUB‐11990 475 RIDGEWOOD RD 930405.45 494696.87 J‐193 6b‐21 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐11998 475 HAMPTON LN 930162.02 494761.16 J‐194 6b‐20 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐11998 462 HAMPTON LN 930135.36 494768.26 J‐196 6b‐23 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06B SUB‐11998 524 HAMPTON LN 930076.09 494510.79 J‐197 6b‐24 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06B SUB‐11998 525 HAMPTON LN 930107.44 494506.75 J‐2 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12086 741 HARBOR DR 928881.04 492863.79 J‐20 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12192 700 ALLENDALE RD 929565.33 493270.78 J‐200 6b‐269x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐11998 573 HAMPTON LN 930082.11 494280.57 J‐201 6b‐184x Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06B SUB‐12452 573 HAMPTON LN 930088.04 494209.55 J‐202 6b‐185x Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06B SUB‐12452 220 W MCINTYRE ST 930111.66 494173.28 J‐205 6b‐183x Catch Basin 2.63 0 0 Assumed Elevation 06B SUB‐12242 573 WARREN LN 929856.63 494202.12 J‐207 6b‐182x Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06B SUB‐12224 260 W MCINTYRE ST 929793.72 494172.32 J‐21 3‐149x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12192 690 ALLENDALE RD 929554.93 493319.38 J‐210 6b‐33 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐12242 525 WARREN LN 929848.77 494462.33 J‐211 6b‐32 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐12242 524 WARREN LN 929817.16 494468.34 J‐215 6b‐29 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐12244 465 WARREN LN 929915 494794.67 J‐216 6b‐28 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐12260 452 WARREN LN 929881.27 494807.59 J‐217 191 Catch Basin 1.41 0 0 Design Elevation 06B SUB‐12258 330 W PALMWOOD LN 929270.07 494771.47 J‐218 188 Catch Basin 1.83 0 0 Design Elevation 06B SUB‐12258 320 W PALMWOOD LN 929344.43 494771.26 J‐219 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12258 341 W PALMWOOD LN 929279.55 494796.34 J‐22 3‐148x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12192 685 ALLENDALE RD 929586.92 493329.11 J‐220 189 Catch Basin 1.87 0 0 Design Elevation 06B SUB‐12258 335 W PALMWOOD LN 929342.56 494798.88 J‐221 186 Catch Basin 1.58 0 0 Design Elevation 06B SUB‐12260 301 W PALMWOOD LN 929613.55 494805.35 J‐222 187 Catch Basin 1.17 0 0 Design Elevation 06B SUB‐12260 300 W PALMWOOD LN 929607.29 494761.39 J‐224 Catch Basin 2.85 ‐5.06 7.91 Assumed Elevation 06B SUB‐12260 475 ALLENDALE RD 929648.68 494758.03 J‐227 6b‐39 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12260 515 ALLENDALE RD 929609.6 494559.06 J‐228 6b‐41 Catch Basin 3.1 0 0 Assumed Elevation 06B SUB‐12240 525 ALLENDALE RD 929603.23 494508.48 J‐229 Catch Basin 3.22 0 0 Assumed Elevation 06B SUB‐12240 526 ALLENDALE RD 929569.74 494466.32 J‐23 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12192 276 WESTWOOD DR 929608.21 493289.85 J‐230 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12240 525 ALLENDALE RD 929591.86 494453.45 J‐231 6b‐266x Catch Basin 2.14 0 0 Design Elevation 06B SUB‐12240 561 ALLENDALE RD 929584.38 494363.15 J‐234 6b‐181x Catch Basin 2.14 0 0 Design Elevation 06B SUB‐12238 573 ALLENDALE RD 929586.33 494209.76 J‐236 6b‐45 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06B SUB‐12238 290 W MCINTYRE ST 929556.08 494166.65 J‐237 6b‐52 Catch Basin 1.96 ‐3.56 5.52 Design Elevation 06B SUB‐12016 310 W MCINTYRE ST 929292.25 494164.85 J‐239 6b‐47 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12246 321 BEECHWOOD DR 929369.65 494547.74 J‐240 6b‐49 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12246 526 SATINWOOD DR 929305.45 494515.32 J‐241 6b‐48 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12246 527 SATINWOOD DR 929359.18 494516.2 J‐243 6a‐11 Catch Basin 2.14 ‐2.76 4.9 Design Elevation 06A SUB‐12248 527 SABAL PALM DR 929073.35 494514.36 J‐245 6a‐255x Catch Basin 1.94 ‐2.76 4.7 Design Elevation 06A SUB‐12448 545 SABAL PALM DR 929023.04 494437.04 J‐246 6a‐256x Catch Basin 1.94 ‐2.76 4.7 Design Elevation 06A SUB‐12448 545 SABAL PALM DR 929043.97 494422.48 J‐250 6a‐14 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06A SUB‐12448 575 SABAL PALM DR 929017.4 494212.08 J‐251 6a‐16 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06A SUB‐12016 362 W MCINTYRE ST 928983.31 494163.5 J‐252 6a‐18 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06A SUB‐11994 475 BAY LN 928642.77 494854.85 J‐255 6a‐20 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06A SUB‐11978 501 BAY LN 928504.85 494737.51 J‐257 6a‐22 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06A SUB‐11978 515 BAY LN 928422.61 494633.41 J‐258 6a‐140x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐11978 470 W MATHESON DR 928309.78 494489.92 J‐26 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12190 252 WESTWOOD DR 929806.76 493336.19 J‐260 Catch Basin 3 ‐0.26 3.26 Assumed Elevation 06A SUB‐11978 527 BAY LN 928350.28 494467.52 J‐262 Catch Basin 3 0 0 Assumed Elevation 06A NA 460 W MATHESON DR 928396.07 494439.51 J‐264 6a‐28 Catch Basin 2.04 0 0 Design Elevation 06A SUB‐12004 520 HARBOR DR 928662.28 494468.72 J‐265 6a‐27 Catch Basin 2.04 0 0 Design Elevation 06A SUB‐12004 520 HARBOR DR 928660.61 494435.82 J‐270 6a‐128x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐12004 565 HARBOR DR 928696.1 494206.14 J‐271 Catch Basin 3.06 0 0 Assumed Elevation 06A SUB‐12004 540 HARBOR DR 928637.88 494249.52 J‐272 6a‐130x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐12016 571 HARBOR DR 928690.28 494127.15 J‐273 Catch Basin 2.65 0 0 Assumed Elevation 06A SUB‐12024 599 HARBOR DR 928687.41 493962.34 J‐274 Catch Basin 2 0 0 Assumed Elevation 06A SUB‐12016 580 HARBOR DR 928650.58 493997.55 J‐276 6a‐42 Catch Basin 1.94 0 0 Design Elevation 06A SUB‐12024 580 HARBOR DR 928615.63 493969.71 VKB_StructureInventory_04142011 Page 2 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐277 6a‐44 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 06A SUB‐12024 635 SUNSET CIR 928427.33 493965.96 J‐278 6a‐143x Catch Basin 1.84 ‐3.56 5.4 Design Elevation 06A SUB‐12024 645 SUNSET CIR 928314.75 493953.99 J‐28 3‐150x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12190 690 WARREN LN 929798.87 493371.3 J‐287 6a‐37 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06A SUB‐12234 621 HARBOR DR 928681.97 493769.31 J‐289 6a‐1 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐12438 641 CURTISWOOD DR 929175.7 493697.56 J‐29 3‐151x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12190 691 WARREN LN 929835.07 493380.1 J‐291 6a‐2 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐12438 642 CURTISWOOD DR 929176.1 493663.71 J‐292 6a‐4 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐12438 630 CURTISWOOD DR 928997.06 493661.38 J‐294 6a‐254x Catch Basin 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐12230 625 CURTISWOOD DR 928969.89 493706.46 J‐296 6a‐7 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 06A SUB‐12230 618 CURTISWOOD DR 928938.56 493719.63 J‐298 6a‐253x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐12232 600 CURTISWOOD DR 928923.9 493906.19 J‐299 6a‐252x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐12232 350 W ENID DR 928962.93 493904.72 J‐3 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12086 741 HARBOR DR 928926.09 492885.79 J‐302 6a‐251x Catch Basin 2.04 ‐1.56 3.6 Design Elevation 06A SUB‐12232 365 W ENID DR 928903.63 493939.07 J‐303 6a‐250x Catch Basin 2.04 ‐3.56 5.6 Design Elevation 06A SUB‐12228 345 W ENID DR 929075.5 493939.71 J‐306 6a‐248x Catch Basin 3 0 0 Assumed Elevation 06A SUB‐12228 340 W ENID DR 929109.16 493918.56 J‐307 6a‐249x Catch Basin 2.04 0 0 Design Elevation 06A SUB‐12228 330 W ENID DR 929170.2 493919.05 J‐308 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12226 301 W ENID DR 929415.85 493959.1 J‐309 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12226 299 W ENID DR 929460 493958.32 J‐311 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12198 600 ALLENDALE RD 929461.01 493917.72 J‐313 Catch Basin 3 0 0 Assumed Elevation 06B SUB‐12226 295 W ENID DR 929568.88 493952.09 J‐315 6b‐11 Catch Basin 3 ‐3.56 6.56 Assumed Elevation 06B SUB‐12198 640 ALLENDALE RD 929546.36 493764.19 J‐316 6b‐12 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12198 635 ALLENDALE RD 929580.01 493764.46 J‐318 6b‐9 Catch Basin 3.35 ‐3.56 6.91 Assumed Elevation 06B SUB‐12222 265 W ENID DR 929806.24 493953.84 J‐319 6b‐7 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12194 655 WARREN LN 929830.59 493686 J‐32 3‐152x Catch Basin 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12060 691 HAMPTON LN 930102.29 493371.03 J‐320 6b‐6 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12194 640 WARREN LN 929796.91 493676.37 J‐322 6b‐4 Catch Basin 3.03 ‐3.56 6.59 Assumed Elevation 06B SUB‐12036 217 W ENID DR 930070.02 493955.8 J‐325 6b‐1 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12036 642 HAMPTON LN 930045.41 493762.72 J‐326 6b‐2 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12036 641 HAMPTON LN 930079.27 493763.24 J‐329 3‐65 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12196 670 ALLENDALE RD 929548.24 493536.85 J‐330 3‐66 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12196 665 ALLENDALE RD 929582.38 493536.92 J‐331 7a‐5 Catch Basin 2.04 0 0 Design Elevation 07A NA 435 RIDGEWOOD RD 930501.76 494989.3 J‐332 7a‐4 Catch Basin 2.04 0 0 Design Elevation 07A NA 422 RIDGEWOOD RD 930474.33 495020.77 J‐336 7a‐25 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 07A SUB‐11958 422 WOODCREST RD 930746.26 495013.09 J‐337 7a‐26 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 07A SUB‐11958 435 WOODCREST RD 930775.1 494998.06 J‐338 7a‐24 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 07A SUB‐11988 515 WOODCREST RD 930642.03 494613.78 J‐339 7a‐22 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 07A SUB‐11988 482 WOODCREST RD 930612.16 494635.5 J‐34 3‐26 Catch Basin 2.32 0 0 Design Elevation 03 SUB‐12060 710 RIDGEWOOD RD 930297.19 493318.17 J‐344 261x Catch Basin 2.14 ‐4.06 6.2 Design Elevation 07B SUB‐12288 400 FERNWOOD RD 931335.54 495267.21 J‐345 7b‐8 Catch Basin 2.14 ‐1.56 3.7 Design Elevation 07B SUB‐12288 400 FERNWOOD RD 931380.81 495267.87 J‐346 7b‐30 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11958 435 GLENRIDGE RD 931054.72 495000.69 J‐347 7b‐29 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11958 422 GLENRIDGE RD 931020.73 495015.15 J‐349 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11984 482 GLENRIDGE RD 930879.26 494664.07 J‐35 3‐25 Catch Basin 2.04 0 0 Design Elevation 03 SUB‐12062 715 RIDGEWOOD RD 930346.62 493318.34 J‐350 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11984 485 GLENRIDGE RD 930915.63 494664.36 J‐352 7b‐1 Catch Basin 2.14 ‐4.06 6.2 Design Elevation 07B SUB‐11986 482 FERNWOOD RD 931140.66 494664.01 J‐353 7b‐2 Catch Basin 2.14 ‐1.06 3.2 Design Elevation 07B SUB‐11986 482 FERNWOOD RD 931180.94 494668.39 J‐356 7b‐4 Catch Basin 2.04 ‐1.06 3.1 Design Elevation 07B SUB‐11968 432 FERNWOOD RD 931302.35 494943.47 J‐357 7b‐6 Catch Basin 1.94 ‐1.56 3.5 Design Elevation 07B SUB‐12288 414 FERNWOOD RD 931358.63 495132.92 J‐358 7b‐260x Catch Basin 1.94 ‐4.06 6 Design Elevation 07B SUB‐11968 412 FERNWOOD RD 931320.82 495141.26 J‐360 7b‐11 Catch Basin 3.34 ‐4.06 7.4 Design Elevation 07B SUB‐12286 355 GLENRIDGE RD 931340.11 495597.21 J‐361 2B‐12 Catch Basin 2.64 ‐1.56 4.2 Design Elevation 07B SUB‐12286 355 GLENRIDGE RD 931375.97 495601.52 J‐365 7b‐15 Catch Basin 2.74 ‐3.56 6.3 Design Elevation 07B SUB‐12286 330 FERNWOOD RD 931306.39 495794.03 J‐366 7b‐16 Catch Basin 2.84 ‐1.06 3.9 Design Elevation 07B SUB‐12286 330 FERNWOOD RD 931343.82 495799.93 J‐367 7b‐36 Catch Basin 2.84 ‐3.56 6.4 Design Elevation 07B SUB‐12280 354 GLENRIDGE RD 931107.1 495665.05 J‐368 7b‐37 Catch Basin 2.84 ‐3.56 6.4 Design Elevation 07B SUB‐12280 354 GLENRIDGE RD 931081.5 495660.77 J‐37 3‐15 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12210 710 WOODCREST RD 930547.89 493284.76 J‐370 7b‐38 Catch Basin 2.64 0 0 Design Elevation 07B SUB‐12280 310 GLENRIDGE RD 931042.67 495886.6 J‐371 7b‐39 Catch Basin 2.84 0 0 Design Elevation 07B SUB‐12280 321 GLENRIDGE RD 931077.03 495890.38 J‐372 7b‐18 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07B SUB‐12286 290 FERNWOOD RD 931280.89 496018.6 VKB_StructureInventory_04142011 Page 3 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐373 7b‐19 Catch Basin 3.04 ‐5.56 8.6 Design Elevation 07B SUB‐12286 290 FERNWOOD RD 931319.38 496021.32 J‐376 7b‐42 Catch Basin 2.84 ‐4.06 6.9 Design Elevation 07B SUB‐12300 275 GLENRIDGE RD 931059.43 496175.14 J‐377 7b‐41 Catch Basin 2.84 ‐4.06 6.9 Design Elevation 07B SUB‐12300 280 GLENRIDGE RD 931025.77 496175.57 J‐378 7b‐21 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07B SUB‐12284 270 FERNWOOD RD 931274.26 496242.54 J‐379 7b‐22 Catch Basin 3.04 ‐5.56 8.6 Design Elevation 07B SUB‐12284 270 FERNWOOD RD 931312.41 496241.25 J‐38 3‐14 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12210 715 WOODCREST RD 930595.56 493272.52 J‐382 7b‐24 Catch Basin 2.74 ‐4.06 6.8 Design Elevation 07B SUB‐12284 101 WOODCREST LN 931329.69 496518.66 J‐383 7B‐44 Catch Basin 2.94 0 0 Design Elevation 07B SUB‐12300 135 WOODCREST LN 931047.33 496517.72 J‐386 Catch Basin 4 0 0 Assumed Elevation 07B SUB‐12300 155 WOODCREST LN 930886.33 496513.98 J‐387 7a‐44 Catch Basin 2.94 ‐4.56 7.5 Design Elevation 07A SUB‐12296 240 WOODCREST RD 930724.24 496412.26 J‐39 Catch Basin 2.88 0 0 Assumed Elevation 03 SUB‐12210 699 WOODCREST RD 930614.31 493299.24 J‐390 7a‐42 Catch Basin 4 ‐3.56 7.56 Assumed Elevation 07A SUB‐12296 245 WOODCREST RD 930772.44 496375.73 J‐391 7a‐39 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12278 260 WOODCREST RD 930765.91 496183.41 J‐392 7a‐40 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12278 275 WOODCREST RD 930802.33 496188.23 J‐394 7a‐36 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12278 320 WOODCREST RD 930794.07 495851.93 J‐395 7a‐37 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12278 325 WOODCREST RD 930831.09 495854.93 J‐397 7a‐33 Catch Basin 3.04 0 0 Design Elevation 07A SUB‐11930 360 WOODCREST RD 930843.29 495548.16 J‐398 7a‐34 Catch Basin 3.04 0 0 Design Elevation 07A SUB‐11930 359 WOODCREST RD 930879.35 495539.14 J‐4 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12086 741 HARBOR DR 928939.82 492871.24 J‐400 7a‐9 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐12276 350 RIDGEWOOD RD 930570.6 495640.63 J‐401 7a‐10 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐12276 355 RIDGEWOOD RD 930608.72 495634.47 J‐403 7a‐13 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐12276 315 RIDGEWOOD RD 930569.81 495945.14 J‐404 7a‐12 Catch Basin 2.64 0 0 Design Elevation 07A SUB‐12276 300 RIDGEWOOD RD 930533.67 495947.05 J‐406 7a‐15 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐12290 280 RIDGEWOOD RD 930519.27 496162.88 J‐408 7a‐16 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐12290 275 RIDGEWOOD RD 930553.89 496167.12 J‐41 3‐3 Catch Basin 1.601 ‐3.56 5.161 Tt Survey 09 SUB‐12214 710 GLENRIDGE RD 930791.57 493252.05 J‐411 7a‐230x Catch Basin 3.77 ‐1.56 5.33 Assumed Elevation 07A SUB‐12290 230 HAMPTON LN 930486.46 496453.99 J‐413 7a‐234x Catch Basin 2.67 ‐4.56 7.23 Design Elevation 07A SUB‐12292 246 HAMPTON LN 930312.37 496367.55 J‐414 7a‐232x Catch Basin 2.48 ‐1.56 4.04 Design Elevation 07A SUB‐12292 250 RIDGEWOOD RD 930356.29 496361.82 J‐415 7a‐233x Catch Basin 3 0 0 Assumed Elevation 07A SUB‐12292 255 HAMPTON LN 930286.27 496297.19 J‐418 7a‐231x Catch Basin 2.76 ‐1.56 4.32 Design Elevation 07A SUB‐12290 245 RIDGEWOOD RD 930498.89 496412.25 J‐419 7a‐48 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12304 115 HAMPTON LN 931172.53 496769.15 J‐42 3‐2 Catch Basin 1.114 ‐3.56 4.674 Tt Survey 03 SUB‐12068 715 GLENRIDGE RD 930842.57 493249.04 J‐420 7a‐49 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12304 110 HAMPTON LN 931155.43 496733.89 J‐421 7a‐51 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 07A SUB‐12302 175 HAMPTON LN 930801.15 496742.56 J‐425 7a‐261x Catch Basin 3 0 0 Assumed Elevation 07A SUB‐12306 216 BUTTONWOOD DR 930343.8 496681.25 J‐426 7a‐260x Catch Basin 2.44 ‐2.56 5 Design Elevation 07A SUB‐12306 227 BUTTONWOOD DR 930280.29 496670.38 J‐428 7a‐59 Catch Basin 2.74 ‐3.56 6.3 Design Elevation 07A SUB‐12306 230 BUTTONWOOD DR 930120.2 496484.94 J‐429 7a‐58 Catch Basin 2.74 ‐3.56 6.3 Design Elevation 07A SUB‐12306 241 BUTTONWOOD DR 930109.47 496524.82 J‐43 Catch Basin 1.512 0 0 Tt Survey 03 SUB‐12068 699 GLENRIDGE RD 930832.4 493306.19 J‐431 Catch Basin 3.229 0 0 Tt Survey 09 SUB‐12294 259 BUTTONWOOD DR 929955.14 496368.08 J‐432 Catch Basin 2.988 0 0 Tt Survey 09 SUB‐12294 250 BUTTONWOOD DR 929983.01 496365.43 J‐433 223 Catch Basin 2.935 0 0 Tt Survey 09 SUB‐12294 300 BUTTONWOOD DR 930063.56 496057.86 J‐434 Catch Basin 3.076 0 0 Tt Survey 09 SUB‐12294 285 BUTTONWOOD DR 930008.45 496056.44 J‐435 Catch Basin 3.267 ‐2.11 5.377 Tt Survey 09 SUB‐12322 315 CYPRESS DR 929819.42 496057.76 J‐436 Catch Basin 2.79 ‐1.01 3.8 Tt Survey 09 SUB‐12322 300 CYPRESS DR 929733.26 496226.13 J‐437 Catch Basin 2.391 ‐2.11 4.501 Tt Survey 09 SUB‐12322 335 CYPRESS DR 929739.44 496269.19 J‐438 Catch Basin 2.729 0.13 2.599 Tt Survey 09 SUB‐12320 251 HARBOR DR 929588.15 496436.59 J‐439 Catch Basin 2.897 ‐1.77 4.667 Tt Survey 09 SUB‐12320 245 HARBOR DR 929645.45 496437.65 J‐44 Catch Basin 1.43 0 0 Tt Survey 03 SUB‐12208 714 FERNWOOD RD 931092.52 493300.67 J‐440 Catch Basin 3 ‐1.86 4.86 Assumed Elevation 09 SUB‐12316 191 HARBOR DR 929986.9 496795.75 J‐441 Catch Basin 3.89 ‐1.86 5.75 Assumed Elevation 09 SUB‐12316 191 HARBOR DR 930028.18 496746.87 J‐446 111 Catch Basin 2.29 0 0 Design Elevation 09 SUB‐12312 161 HARBOR DR 930396.07 497021.51 J‐447 110 Catch Basin 2.06 0 0 Design Elevation 09 SUB‐12312 157 HARBOR DR 930423.89 497046.81 J‐448 109 Catch Basin 2.46 0 0 Design Elevation 09 SUB‐12314 157 HARBOR DR 930374.64 497132.71 J‐449 227 Catch Basin 2.58 0 0 Design Elevation 07A SUB‐12308 201 BUTTONWOOD DR 930491.09 496903.24 J‐45 57 Catch Basin 2.08 0 0 Design Elevation 09 SUB‐12424 700 CRANDON BLVD 931474.94 493302.85 J‐451 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐12308 175 BUTTONWOOD DR 930518.69 496923.53 J‐452 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐12308 175 BUTTONWOOD DR 930573.67 496909.11 J‐453 7a‐224X Catch Basin 2.44 0 0 Design Elevation 07A SUB‐12308 190 BUTTONWOOD DR 930586.13 496881.97 J‐454 108 Catch Basin 2.44 ‐3.01 5.45 Design Elevation 09 SUB‐12314 145 HARBOR DR 930666.13 497276.08 VKB_StructureInventory_04142011 Page 4 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐455 106 Catch Basin 1.84 ‐3.81 5.65 Design Elevation 09 SUB‐12314 137 HARBOR DR 930872.58 497307.61 J‐456 107 Catch Basin 2.64 0 0 Design Elevation 09 SUB‐12314 137 HARBOR DR 930873.72 497239.75 J‐457 104 Catch Basin 2.571 0 0 Tt Survey 09 SUB‐12314 119 HARBOR DR 931091 497303.15 J‐458 105 Catch Basin 2.759 0 0 Tt Survey 09 SUB‐12314 119 HARBOR DR 931091.25 497260.42 J‐46 56 Catch Basin 1.91 0 0 Design Elevation 09 SUB‐12424 700 CRANDON BLVD 931482.82 493268.33 J‐460 100 Catch Basin 1.91 ‐4.09 6 Design Elevation 09 SUB‐12310 101 HARBOR DR 931516.6 497311.47 J‐461 102 Catch Basin 2.68 0 0 Design Elevation 09 SUB‐12310 101 HARBOR DR 931470.04 497217.02 J‐462 101 Catch Basin 2.55 0 0 Design Elevation 09 SUB‐12310 101 HARBOR DR 931510.17 497217.62 J‐463 99 Catch Basin 2.14 ‐3.76 5.9 Design Elevation 09 SUB‐12310 21 HARBOR DR 931778.35 497312.47 J‐464 Catch Basin 2.41 0 0 Tt Survey 09 SUB‐12310 38 CRANDON BLVD 931947.72 497254.61 J‐465 Catch Basin 3.06 0 0 Tt Survey 09 SUB‐12310 38 CRANDON BLVD 931992.36 497315.76 J‐467 a‐1 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐12368 38 CRANDON BLVD 932092.89 497325.11 J‐468 a‐2 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐12368 38 CRANDON BLVD 932041.98 497292.83 J‐469 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐12382 101 CRANDON BLVD 931903.18 496809.15 J‐47 54 Catch Basin 2.52 0 0 Design Elevation 09 SUB‐12424 700 CRANDON BLVD 931521.94 493232.65 J‐470 91 Catch Basin 3.14 ‐2.81 5.95 Design Elevation 09 SUB‐12382 100 CRANDON BLVD 931818.96 496836.16 J‐471 Catch Basin 3.75 0 0 Assumed Elevation 09 SUB‐12368 84 CRANDON BLVD 931890.27 497043.45 J‐472 89 Catch Basin 2.79 0 0 Design Elevation 09 SUB‐12382 101 CRANDON BLVD 931867.44 496663.06 J‐473 90 Catch Basin 2.7 0 0 Design Elevation 09 SUB‐12382 200 CRANDON BLVD 931779.56 496684.5 J‐474 87 Catch Basin 3.3 ‐2.9 6.2 Design Elevation 09 SUB‐12444 240 CRANDON BLVD 931746.26 496477.38 J‐475 88 Catch Basin 3.3 0 0 Design Elevation 09 SUB‐12444 299 CRANDON BLVD 931839.57 496467.98 J‐476 86 Catch Basin 2.41 0 0 Design Elevation 10 SUB‐12340 300 CARIBBEAN RD 931855.8 496020.51 J‐477 85 Catch Basin 2.34 0 0 Design Elevation 10 SUB‐12340 300 CARIBBEAN RD 931853.02 496055.6 J‐478 83 Catch Basin 2.58 0 0 Design Elevation 09 SUB‐12446 300 CARIBBEAN RD 931734.29 496061.79 J‐479 84 Catch Basin 2.34 0 0 Design Elevation 09 SUB‐12444 300 CARIBBEAN RD 931731.8 496094.16 J‐48 Catch Basin 3.04 0 0 Assumed Elevation 09 SUB‐12424 721 CRANDON BLVD 931602.45 493309.96 J‐480 82 Catch Basin 2.89 ‐2.31 5.2 Design Elevation 09 SUB‐12446 300 CARIBBEAN RD 931748.37 495918.77 J‐481 81 Catch Basin 2.89 ‐2.42 5.31 Design Elevation 09 SUB‐11932 340 CARIBBEAN RD 931788.34 495673.35 J‐482 77 Catch Basin 3.01 ‐2.16 5.17 Design Elevation 09 SUB‐11936 378 CARIBBEAN RD 931806.42 495432.38 J‐483 Catch Basin 3 0 0 Assumed Elevation 10 SUB‐12346 390 CARIBBEAN RD 931917.66 495301.92 J‐484 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐11936 390 CARIBBEAN RD 931909.24 495267.86 J‐486 76 Catch Basin 2.68 0 0 Design Elevation 09 SUB‐11936 390 CARIBBEAN RD 931802.76 495299.12 J‐487 75 Catch Basin 3.07 ‐2.65 5.72 Design Elevation 09 SUB‐11950 17 GRAND BAY ESTATES CIR 931787.27 495141.49 J‐488 73 Catch Basin 2.86 0 0 Design Elevation 09 SUB‐11970 22 GRAND BAY ESTATES CIR 931818.66 494874.67 J‐489 72 Catch Basin 2.94 ‐2.26 5.2 Design Elevation 09 SUB‐11970 22 GRAND BAY ESTATES CIR 931731.25 494905.24 J‐49 55 Catch Basin 2.71 0 0 Design Elevation 09 SUB‐12424 721 CRANDON BLVD 931622.68 493173.58 J‐490 74 Catch Basin 2.54 0 0 Design Elevation 09 SUB‐11970 25 GRAND BAY ESTATES CIR 931783.81 494761.57 J‐491 71 Catch Basin 2.61 ‐2.34 4.95 Design Elevation 09 SUB‐11970 25 GRAND BAY ESTATES CIR 931695.24 494797.71 J‐492 70 Catch Basin 3.073 0 0 Tt Survey 09 SUB‐12386 520 CRANDON BLVD 931588.38 494535.55 J‐493 66 Catch Basin 3.084 0 0 Tt Survey 09 SUB‐12386 530 CRANDON BLVD 931512.54 494290 J‐494 67 Catch Basin 2.957 0 0 Tt Survey 09 530 CRANDON BLVD 931498.31 494320.69 J‐495 66 Catch Basin 3.409 0 0 Tt Survey 09 530 CRANDON BLVD 931479.44 494307.53 J‐496 68 Catch Basin 2.139 0 0 Tt Survey 11 SUB‐12394 530 CRANDON BLVD 931635.13 494285.88 J‐497 69 Catch Basin 2.029 0 0 Tt Survey 11 SUB‐12394 530 CRANDON BLVD 931635.76 494248.41 J‐498 Catch Basin 2.711 ‐3.56 6.271 Design Elevation 11 SUB‐12418 455 GRAND BAY DR 933239.95 494211.86 J‐499 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12418 455 GRAND BAY DR 933201.85 494241.77 J‐50 59 Catch Basin 3.44 ‐3.71 7.15 Design Elevation 09 SUB‐12388 89 WESTWOOD DR 931509.66 493562.25 J‐501 Catch Basin 2.118 ‐3.56 5.678 Tt Survey 11 SUB‐12418 455 GRAND BAY DR 933132.02 494297.37 J‐502 Catch Basin 2.9 ‐3.56 6.46 Assumed Elevation 11 SUB‐12418 303 GALEN DR 933011.83 494295.19 J‐503 Catch Basin 2.21 0 0 Assumed Elevation 11 SUB‐12418 303 GALEN DR 933010.66 494248.81 J‐504 Catch Basin 2.1 0 0 Assumed Elevation 11 SUB‐12418 303 GALEN DR 932944.32 494249.98 J‐506 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12408 303 GALEN DR 932769.95 494249.4 J‐509 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12408 303 GALEN DR 932630.81 494293.43 J‐51 53 Catch Basin 2.69 ‐3.96 6.65 Design Elevation 09 700 CRANDON BLVD 931562.57 493004.32 J‐514 Catch Basin 2.439 0 0 Tt Survey 11 SUB‐12408 155 SUNRISE DR 932213.05 494288.99 J‐515 Catch Basin 2 0 0 Assumed Elevation 11 SUB‐12014 155 SUNRISE DR 932201.66 494244.11 J‐516 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12408 285 SUNRISE DR 932529.25 494247.05 J‐519 Catch Basin 1.84 0 0 Tt Survey 11 SUB‐12398 155 SUNRISE DR 931910.16 494286.11 J‐520 Catch Basin 2.69 0 0 Assumed Elevation 11 SUB‐12398 155 SUNRISE DR 931856.24 494243.02 J‐522 a‐19 Catch Basin 2.8 ‐2.06 4.86 Assumed Elevation 09A SUB‐12380 251 CRANDON BLVD 933357.22 497170.17 J‐523 a‐20 Catch Basin 2.4 0 0 Assumed Elevation 09A SUB‐12380 251 CRANDON BLVD 933283.02 497142.05 VKB_StructureInventory_04142011 Page 5 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐524 a‐17 Catch Basin 2 ‐2.06 4.06 Assumed Elevation 09A SUB‐12380 150 OCEAN LN DR 933232.41 497267.62 J‐525 a‐28 Catch Basin 2.46 0 0 Assumed Elevation 09A SUB‐12380 150 OCEAN LN DR 933271.97 497156.15 J‐526 a‐15 Catch Basin 2 0 0 Assumed Elevation 09A SUB‐12376 150 OCEAN LN DR 933144.77 497307.86 J‐527 a‐16 Catch Basin 6.83 0 0 Assumed Elevation 09A SUB‐12376 150 OCEAN LN DR 933091.28 497257.54 J‐528 a‐14 Catch Basin 2 0 0 Assumed Elevation 09A SUB‐12374 150 OCEAN LN DR 932965.14 497275.09 J‐529 a‐9 Catch Basin 2.17 0 0 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932680.69 497259.83 J‐53 173 Catch Basin 1.602 0 0 Tt Survey 09 SUB‐12214 653 GLENRIDGE RD 930824.19 493666.5 J‐531 a‐12 Catch Basin 2 0 0 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932829.12 497256.07 J‐532 a‐11 Catch Basin 2 ‐5.56 7.56 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932787.89 497312 J‐533 a‐13 Catch Basin 2 0 0 Assumed Elevation 09A SUB‐12374 150 OCEAN LN DR 932930.96 497339.94 J‐534 a‐8 Catch Basin 2 0 0 Assumed Elevation 09A SUB‐11868 100 OCEAN LN DR 932524.71 497119.4 J‐535 a‐7 Catch Basin 2.16 0 0 Assumed Elevation 09A SUB‐11868 100 OCEAN LN DR 932507.95 497182.43 J‐536 a‐5 Catch Basin 3 0 0 Assumed Elevation 09A SUB‐11868 77 CRANDON BLVD 932366.08 497170.36 J‐537 a‐6 Catch Basin 3 0 0 Assumed Elevation 09A SUB‐11868 77 CRANDON BLVD 932342.93 497111.78 J‐538 a‐3 Catch Basin 3 0 0 Assumed Elevation 09A SUB‐12372 77 CRANDON BLVD 932181.53 497239.69 J‐539 a‐4 Catch Basin 3 0 0 Assumed Elevation 09A SUB‐12372 77 CRANDON BLVD 932152.92 497187.06 J‐54 174 Catch Basin 1.15 0 0 Tt Survey 09 SUB‐12214 662 GLENRIDGE RD 930778.61 493664.6 J‐540 96 Catch Basin 2.68 ‐0.17 2.85 Design Elevation 09 1 CRANDON BLVD 932265.18 497619.36 J‐541 95 Catch Basin 2.54 ‐0.17 2.71 Design Elevation 09 SUB‐11856 12 CRANDON BLVD 932184.45 497658.9 J‐542 61 Catch Basin 1.672 0 0 Tt Survey 09 101 SUNRISE DR 931467.93 493932.1 J‐543 64 Catch Basin 1.59 0 0 Tt Survey 09 560 CRANDON BLVD 931467.91 493967.16 J‐545 63 Catch Basin 1.925 0 0 Tt Survey 11 SUB‐12402 101 SUNRISE DR 931617.85 493933.31 J‐546 Catch Basin 2.011 0 0 Tt Survey 11 SUB‐12402 101 SUNRISE DR 931618.21 493898.73 J‐547 51 Catch Basin 3.15 0 0 Design Elevation 09 SUB‐12428 731 CRANDON BLVD 931744.92 492832.83 J‐548 52 Catch Basin 2.95 0 0 Design Elevation 09 SUB‐12428 800 CRANDON BLVD 931664.49 492779.99 J‐549 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐12428 800 CRANDON BLVD 931862.34 492668.44 J‐55 175 Catch Basin 1.342 0 0 Tt Survey 09 SUB‐12214 662 GLENRIDGE RD 930779.55 493631.85 J‐550 48 Catch Basin 2.17 0.78 1.39 Design Elevation 09 SUB‐12428 800 CRANDON BLVD 931774.26 492594.84 J‐551 49 Catch Basin 2.08 0 0 Design Elevation 09 800 CRANDON BLVD 931673.88 492642.02 J‐552 50 Catch Basin 1.99 0 0 Design Elevation 09 800 CRANDON BLVD 931675.06 492590.36 J‐553 44 Catch Basin 3.25 ‐3.85 7.1 Design Elevation 09 SUB‐12430 101 ISLAND DR 932063.12 492376.08 J‐556 Catch Basin 4.23 0 0 Assumed Elevation 09 SUB‐12430 91 ISLAND DR 932124.17 492285.66 J‐557 43 Catch Basin 2.77 0 0 Design Elevation 09 SUB‐12432 90 KNOLLWOOD DR 931998.78 492133 J‐558 42 Catch Basin 2.79 0 0 Design Elevation 09 SUB‐12432 91 ISLAND DR 932035.63 492182.47 J‐559 40 Catch Basin 2.84 0 0 Design Elevation 09 SUB‐12432 100 ISLAND DR 931963.62 492158.7 J‐56 176 Catch Basin 1.061 0 0 Tt Survey 09 SUB‐12212 663 WOODCREST RD 930584.52 493625.21 J‐560 41 Catch Basin 2.74 ‐1.46 4.2 Design Elevation 09 SUB‐12430 101 ISLAND DR 932000.54 492209.82 J‐562 3‐78 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12150 690 HARBOR LN 928905.41 493186.85 J‐564 3‐79 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12150 695 HARBOR LN 928915.54 493155.55 J‐568 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12072 700 HARBOR DR 928613.18 493172.28 J‐569 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12072 701 HARBOR DR 928653.28 493203.67 J‐57 177 Catch Basin 0.936 0 0 Tt Survey 09 SUB‐12212 662 WOODCREST RD 930537.22 493623.08 J‐570 3‐134x Catch Basin 2.04 ‐0.23 2.27 Design Elevation 03 SUB‐12072 695 HARBOR DR 928639.6 493319.35 J‐571 Catch Basin 3 ‐0.23 3.23 Assumed Elevation 03 SUB‐12072 685 HARBOR DR 928630.36 493477.86 J‐572 1‐1x Catch Basin 2.54 0 0 Design Elevation 01 SUB‐12088 735 N MASHTA DR 927658.15 492735.39 J‐573 1‐2x Catch Basin 2.54 0 0 Design Elevation 01 SUB‐12088 730 N MASHTA DR 927639.12 492704.12 J‐579 1‐12 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12162 660 N MASHTA DR 927976.06 492421.4 J‐58 178 Catch Basin 0.901 0 0 Tt Survey 09 SUB‐12212 662 WOODCREST RD 930535.95 493660.56 J‐580 1‐11 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12088 699 N MASHTA DR 927997.49 492446.85 J‐583 1‐14 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12084 721 S MASHTA DR 927575.47 492477.33 J‐584 1‐15 Catch Basin 2.64 0 0 Design Elevation 01 SUB‐12084 721 S MASHTA DR 927553.56 492451.39 J‐586 1‐18 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12084 669 S MASHTA DR 927782.5 492257.98 J‐587 1‐17 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12084 669 S MASHTA DR 927799.41 492283.98 J‐589 1‐3x Catch Basin 2.74 ‐4.06 6.8 Design Elevation 01 SUB‐12164 650 S MASHTA DR 928011.36 492064.82 J‐59 155 Catch Basin 1.068 0 0 Design Elevation 06B SUB‐12046 676 RIDGEWOOD RD 930296.37 493534.98 J‐590 1‐6x Catch Basin 3.68 0 0 Assumed Elevation 01 SUB‐12162 640 N MASHTA DR 928196.81 492186.26 J‐592 1‐7x Catch Basin 3 0 0 Assumed Elevation 01 SUB‐12162 640 N MASHTA DR 928158.28 492264.86 J‐594 1‐22 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12164 620 S MASHTA DR 928240.1 491867.21 J‐595 1‐21 Catch Basin 2.74 0 0 Design Elevation 01 SUB‐12164 601 S MASHTA DR 928267.9 491892.76 J‐597 2‐15 Catch Basin 2.54 ‐3.56 6.1 Design Elevation 02 SUB‐12160 550 N MASHTA DR 928661.16 491892.12 J‐599 2‐18 Catch Basin 2.54 ‐3.56 6.1 Design Elevation 02 SUB‐12160 530 N MASHTA DR 928805.57 491764.99 VKB_StructureInventory_04142011 Page 6 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐60 154 Catch Basin 1.048 0 0 Tt Survey 09 SUB‐12048 663 RIDGEWOOD RD 930331.26 493629.07 J‐600 2‐17 Catch Basin 2.54 ‐3.56 6.1 Design Elevation 02 SUB‐12160 530 N MASHTA DR 928784.15 491738.89 J‐606 2‐23 Catch Basin 2.24 ‐4.06 6.3 Design Elevation 02 SUB‐12128 491 N MASHTA DR 929127.11 491773.5 J‐61 153 Catch Basin 1.123 0 0 Tt Survey 09 SUB‐12048 663 RIDGEWOOD RD 930339.16 493660.12 J‐610 2‐8 Catch Basin 2.44 ‐3.56 6 Design Elevation 02 SUB‐12144 500 W MASHTA DR 929021.95 491587.5 J‐612 2‐1 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 02 SUB‐12144 531 S MASHTA DR 928654.01 491563.69 J‐614 2‐3 Catch Basin 2.54 0 0 Design Elevation 02 SUB‐12144 511 S MASHTA DR 928831.05 491415.43 J‐616 2‐5 Catch Basin 2.64 ‐3.56 6.2 Design Elevation 02 SUB‐12144 511 S MASHTA DR 928848.44 491357.48 J‐617 2‐6 Catch Basin 2.54 ‐3.56 6.1 Design Elevation 02 SUB‐12144 540 W MASHTA DR 928910.05 491368.79 J‐619 3‐6 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12204 748 GLENRIDGE RD 930843.61 492955.12 J‐62 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐11958 401 WOODCREST RD 930906.8 495283.18 J‐620 3‐5 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12204 749 GLENRIDGE RD 930881.72 492933.35 J‐621 3‐8 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12202 797 GLENRIDGE RD 930984.65 492638.64 J‐622 3‐9 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12202 796 GLENRIDGE RD 930936.8 492639.64 J‐625 3‐11 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12202 128 W MASHTA DR 930968.46 492592.85 J‐627 3‐21 Catch Basin 2.44 ‐3.56 6 Design Elevation 03 SUB‐12180 796 WOODCREST RD 930666.69 492644.26 J‐628 3‐20 Catch Basin 2.44 ‐3.56 6 Design Elevation 03 SUB‐12180 797 WOODCREST RD 930706.61 492658.16 J‐630 3‐18 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12182 760 WOODCREST RD 930593.27 492934.02 J‐631 3‐17 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12182 749 WOODCREST RD 930626.29 492940.68 J‐634 3‐37 Catch Basin 3 ‐3.56 6.56 Assumed Elevation 03 SUB‐12168 212 W MASHTA DR 930436.64 492586.97 J‐635 3‐35 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12168 798 RIDGEWOOD RD 930407.67 492640.58 J‐636 3‐34 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12184 797 RIDGEWOOD RD 930444.42 492652.09 J‐638 3‐32 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12186 772 RIDGEWOOD RD 930342.14 492917.38 J‐639 3‐31 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12186 761 RIDGEWOOD RD 930375.24 492924.63 J‐646 3‐28 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12062 715 RIDGEWOOD RD 930337.99 493208.59 J‐648 3‐29 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12060 724 RIDGEWOOD RD 930304.05 493208.11 J‐65 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐11958 385 WOODCREST RD 930937.98 495311.82 J‐651 3‐40 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12188 780 ALLENDALE RD 930066.42 493061.67 J‐652 3‐39 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12188 775 ALLENDALE RD 930101.9 493057.68 J‐655 3‐42 Catch Basin 2.54 ‐3.56 6.1 Design Elevation 03 SUB‐12174 775 CURTISWOOD DR 929813.69 492877.26 J‐656 3‐43 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12174 776 CURTISWOOD DR 929813.4 492842.85 J‐658 3‐45 Catch Basin 2.44 0 0 Design Elevation 03 SUB‐12172 785 ALLENDALE RD 930131.52 492854.67 J‐66 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐11958 401 WOODCREST RD 930938.07 495286.08 J‐660 3‐48 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12170 265 W MASHTA DR 930147.06 492640.45 J‐661 3‐47 Catch Basin 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12170 799 ALLENDALE RD 930184.31 492651.47 J‐662 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12154 244 W MASHTA DR 930178.37 492584.85 J‐664 3‐52 Catch Basin 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12154 280 W MASHTA DR 929805.15 492583.35 J‐667 Catch Basin 3 ‐3.56 6.56 Assumed Elevation 03 SUB‐12158 298 W MASHTA DR 929599.26 492573.04 J‐668 3‐57 Catch Basin 3 ‐3.56 6.56 Assumed Elevation 03 SUB‐12158 298 W MASHTA DR 929528.76 492508.41 J‐669 3‐59 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12158 765 MYRTLEWOOD LN 929490.87 492557.66 J‐672 Catch Basin 3 ‐4.56 7.56 Assumed Elevation 03 SUB‐12112 840 HARBOR DR 929328.73 492132.81 J‐673 3‐15x Catch Basin 2.04 ‐4.56 6.6 Design Elevation 03 SUB‐12100 441 ISLAND DR 929380.41 492238.25 J‐675 3‐61 Catch Basin 2.04 ‐3.56 5.6 Design Elevation 03 SUB‐12152 725 MYRTLEWOOD LN 929336.4 492787.66 J‐68 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11954 380 GLENRIDGE RD 931113.45 495355.5 J‐680 4‐2 Catch Basin 2.94 ‐3.56 6.5 Design Elevation 04 SUB‐12200 181 ISLAND DR 931248.59 492350.71 J‐681 4‐3 Catch Basin 2.94 2.64 0.3 Design Elevation 04 SUB‐12200 200 ISLAND DR 931248.72 492316.76 J‐683 4‐4 Catch Basin 3.44 ‐3.56 7 Design Elevation 04 SUB‐12450 241 ISLAND DR 930918.03 492348.31 J‐685 4‐6 Catch Basin 4 ‐3.56 7.56 Assumed Elevation 04 SUB‐12166 261 ISLAND DR 930645.39 492345.62 J‐689 4‐25x Catch Basin 4 ‐2.06 6.06 Assumed Elevation 04 SUB‐12166 301 ISLAND DR 930369.11 492343.75 J‐69 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11954 380 GLENRIDGE RD 931139.26 495349.74 J‐690 4‐24x Catch Basin 4 ‐2.06 6.06 Assumed Elevation 04 SUB‐12166 300 ISLAND DR 930369.38 492305.82 J‐696 Catch Basin 4 0 0 Assumed Elevation 05 NA 200 CAPE FLORIDA DR 931633.57 491444.17 J‐698 5‐3 Catch Basin 3.34 ‐3.56 6.9 Design Elevation 05 SUB‐12136 131 CAPE FLORIDA DR 931942.89 491498.88 J‐699 5‐5 Catch Basin 3.14 ‐3.56 6.7 Design Elevation 05 SUB‐12136 111 CAPE FLORIDA DR 932222.32 491523.27 J‐70 Catch Basin 3 0 0 Assumed Elevation 07B SUB‐11954 400 GLENRIDGE RD 931103.66 495260.96 J‐704 5‐13 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 05 NA 60 CAPE FLORIDA DR 932489.28 491514.58 J‐706 5‐10 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 05 NA 11 ISLAND DR 932615.95 491625.01 J‐708 5‐7 Catch Basin 3.29 ‐3.56 6.85 Design Elevation 05 NA 21 ISLAND DR 932582.52 491730.87 J‐709 5‐8 Catch Basin 3.14 ‐3.56 6.7 Design Elevation 05 NA 20 ISLAND DR 932558.23 491719.33 J‐71 Catch Basin 4.29 0 0 Assumed Elevation 07B SUB‐11954 401 GLENRIDGE RD 931131.99 495265.33 J‐711 s‐5 Catch Basin 2.84 ‐0.66 3.5 Design Elevation 11 SUB‐12402 101 SUNRISE DR 931805.98 493939.17 VKB_StructureInventory_04142011 Page 7 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐713 s‐3 Catch Basin 2.84 ‐3.56 6.4 Design Elevation 11 SUB‐12402 101 SUNRISE DR 931805.98 493901.58 J‐715 s‐8 Catch Basin 2.84 0 0 Design Elevation 11 SUB‐12396 155 SUNRISE DR 932050.33 493939.86 J‐716 s‐6 Catch Basin 2.94 ‐3.56 6.5 Design Elevation 11 SUB‐12396 155 SUNRISE DR 932039.06 493901.58 J‐717 s‐11 Catch Basin 2.94 ‐0.56 3.5 Design Elevation 11 SUB‐12404 155 SUNRISE DR 932330.91 493941.56 J‐718 s‐9 Catch Basin 2.94 ‐3.56 6.5 Design Elevation 11 SUB‐12404 155 SUNRISE DR 932331.59 493903.97 J‐720 s‐14 Catch Basin 2.84 ‐0.66 3.5 Design Elevation 11 SUB‐12404 285 SUNRISE DR 932581.41 493943.61 J‐722 s‐12 Catch Basin 3.04 ‐3.56 6.6 Design Elevation 11 SUB‐12404 285 SUNRISE DR 932582.1 493905.68 J‐723 s‐17 Catch Basin 2.84 ‐1.56 4.4 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932838.07 493946.01 J‐724 s‐15 Catch Basin 3.04 ‐1.56 4.6 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932827.47 493908.76 J‐726 s‐20 Catch Basin 2.84 ‐0.66 3.5 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932951.63 493946.2 J‐727 s‐18 Catch Basin 2.84 ‐1.56 4.4 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932952.29 493909.82 J‐732 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933123.35 493949.32 J‐733 Catch Basin 3 0 0 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933123.86 493917.51 J‐737 Catch Basin 3.24 0 0 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933207.28 493902.14 J‐738 158 Catch Basin 1.478 0 0 Tt Survey 06B SUB‐12036 191 W ENID DR 930279.11 493960.5 J‐739 156 Catch Basin 0.691 0 0 Tt Survey 06B SUB‐12036 610 RIDGEWOOD RD 930273.74 493915.07 J‐740 157 Catch Basin 1.347 0 0 Tt Survey 06B SUB‐12036 610 RIDGEWOOD RD 930325.6 493915.83 J‐741 159 Catch Basin 1.733 0 0 Tt Survey 09 200 W MCINTYRE ST 930320.98 494116.05 J‐742 160 Catch Basin 0.855 0 0 Tt Survey 09 200 W MCINTYRE ST 930276.65 494172.04 J‐743 161 Catch Basin 0.642 0 0 Tt Survey 09 570 RIDGEWOOD RD 930290.64 494226.13 J‐744 162 Catch Basin 1.141 0 0 Tt Survey 09 570 RIDGEWOOD RD 930330.95 494264.31 J‐745 163 Catch Basin 1.129 0 0 Tt Survey 07A SUB‐11988 165 W MCINTYRE ST 930366.82 494298.51 J‐746 164 Catch Basin 0.922 0 0 Tt Survey 07A SUB‐11988 165 W MCINTYRE ST 930353.27 494334.75 J‐747 166 Catch Basin 1.577 0 0 Tt Survey 07A SUB‐11988 119 W MCINTYRE ST 930606.14 494333.15 J‐748 165 Catch Basin 1.434 ‐4.76 6.194 Tt Survey 07A SUB‐11988 145 W MCINTYRE ST 930571.34 494300.35 J‐749 Catch Basin 1.496 0 0 Tt Survey 09 101 W MCINTYRE ST 930718.63 494301.44 J‐75 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐11930 380 WOODCREST RD 930860.46 495354.39 J‐750 Catch Basin 2.455 ‐4.76 7.215 Tt Survey 09 SUB‐12456 571 GLENRIDGE RD 930846.3 494301.13 J‐751 Catch Basin 1.582 0 0 Tt Survey 09 SUB‐12456 571 GLENRIDGE RD 930798.91 494243.08 J‐752 Catch Basin 1.402 0 0 Tt Survey 09 SUB‐12454 595 GLENRIDGE RD 930792.56 494018.02 J‐753 Catch Basin 1.447 0 0 Tt Survey 09 SUB‐12454 605 GLENRIDGE RD 930825.98 493972.02 J‐754 Catch Basin 1.381 0 0 Tt Survey 09 SUB‐12454 605 GLENRIDGE RD 930827.28 493923.02 J‐756 1‐4x Catch Basin 2.74 ‐3.56 6.3 Design Elevation 01 SUB‐12164 641 S MASHTA DR 928015.31 492101.64 J‐758 2‐10x Catch Basin 2.44 ‐3.06 5.5 Design Elevation 02 SUB‐12160 500 N MASHTA DR 928956.8 491634.09 J‐759 2‐11x Catch Basin 2.44 ‐3.06 5.5 Design Elevation 02 SUB‐12160 500 N MASHTA DR 928936.84 491610.89 J‐76 Catch Basin 3 0 0 Assumed Elevation 07A SUB‐11930 385 WOODCREST RD 930887.85 495351.74 J‐762 8‐15 Catch Basin 1.94 ‐3.56 5.5 Design Elevation 08 SUB‐11948 275 W HEATHER DR 929773.49 495305.85 J‐765 3‐263x Catch Basin 3 ‐2.06 5.06 Assumed Elevation 03 SUB‐12180 164 W MASHTA DR 930698.87 492591.62 J‐766 Catch Basin 2.34 2.24 0.1 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933213.16 493780.71 J‐767 s‐27 Catch Basin 2.44 2.24 0.2 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933235.54 493690.45 J‐768 s‐26 Catch Basin 2.44 2.24 0.2 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933210.27 493690.57 J‐769 s‐24 Catch Basin 2.57 2.24 0.33 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933163.21 493629.07 J‐770 s‐25 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933163.34 493602.84 J‐771 s‐23 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933013.14 493627.99 J‐773 s‐21 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932902.54 493627.27 J‐774 s‐22 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932902.54 493601.15 J‐775 s‐19 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932796.88 493626.55 J‐776 s‐20 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932797.12 493600.19 J‐777 s‐17 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932648.37 493625.58 J‐778 s‐18 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932648.73 493599.47 J‐779 s‐16 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 300 SUNRISE DR 932583.99 493625.22 J‐78 Catch Basin 3 0 0 Assumed Elevation 07A NA 385 RIDGEWOOD RD 930641.68 495327.16 J‐781 s‐14 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 285 SUNRISE DR 932442.46 493624.26 J‐782 s‐15 Catch Basin 3 2.44 0.56 Assumed Elevation 11 SUB‐12044 750 OCEAN DR 932442.58 493598.02 J‐783 s‐12 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932329.33 493623.54 J‐784 s‐13 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932329.69 493596.94 J‐785 s‐10 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932209.71 493622.7 J‐786 s‐11 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932209.83 493596.34 J‐787 s‐8 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932045.07 493621.37 J‐788 s‐9 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 932045.43 493595.38 J‐789 s‐6 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 931911.73 493620.53 VKB_StructureInventory_04142011 Page 8 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐79 Catch Basin 3 0 0 Assumed Elevation 07A NA 400 RIDGEWOOD RD 930590.39 495262.77 J‐790 s‐7 Catch Basin 2.57 2.44 0.13 Design Elevation 11 SUB‐12044 155 SUNRISE DR 931911.97 493594.41 J‐791 s‐3 Catch Basin 2.57 2.24 0.33 Design Elevation 11 SUB‐12400 101 SUNRISE DR 931771.52 493619.69 J‐793 s‐2 Catch Basin 3 2.24 0.76 Assumed Elevation 11 SUB‐12400 101 SUNRISE DR 931657.19 493593.69 J‐794 s‐4 Catch Basin 2.57 2.24 0.33 Design Elevation 11 SUB‐12044 101 SUNRISE DR 931851.06 493620.2 J‐795 s‐5 Catch Basin 2.57 2.24 0.33 Design Elevation 11 SUB‐12044 155 SUNRISE DR 931851.54 493594.04 J‐8 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12086 755 HARBOR DR 928977.5 492825.97 J‐80 Catch Basin 3 ‐3.56 6.56 Assumed Elevation 07A NA 401 RIDGEWOOD RD 930628.84 495272.05 J‐801 16a Catch Basin 3 ‐4.56 7.56 Assumed Elevation 10 SUB‐12364 15 GRAND BAY ESTATES CIR 932045.58 495268.86 J‐803 14 Catch Basin 2.24 ‐4.56 6.8 Design Elevation 10 SUB‐12346 390 CARIBBEAN RD 932028.25 495306.57 J‐804 15 Catch Basin 2.24 ‐4.56 6.8 Design Elevation 10 SUB‐12346 395 CARIBBEAN RD 932069.65 495307.05 J‐805 19c Catch Basin 2.24 ‐4.56 6.8 Design Elevation 10 SUB‐12346 395 CARIBBEAN RD 932169.62 495304.8 J‐807 19b Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12364 24 TURTLE WALK 932169.62 495268.22 J‐808 17a Catch Basin 3 ‐4.56 7.56 Assumed Elevation 10 SUB‐12364 18 TURTLE WALK 932344.36 495268.38 J‐81 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐11972 385 HAMPTON LN 930364.34 495270.05 J‐811 20 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12352 390 GULF RD 932364.42 495312.34 J‐812 19 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12352 390 GULF RD 932339.39 495312.34 J‐814 22 Catch Basin 3 ‐4.56 7.56 Assumed Elevation 10 SUB‐12352 364 GULF RD 932343.4 495514.85 J‐815 23 Catch Basin 1.94 ‐4.56 6.5 Design Elevation 10 SUB‐12352 365 GULF RD 932369.07 495515.01 J‐817 25 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12352 346 GULF RD 932336.34 495671.78 J‐818 26 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12352 345 GULF RD 932358.48 495686.22 J‐820 29 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12348 301 GULF RD 932325.43 495923.22 J‐821 28 Catch Basin 2.24 0 0 Design Elevation 10 SUB‐12348 318 GULF RD 932298.95 495918.57 J‐823 31 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12340 300 GULF RD 932192.88 496035.87 J‐824 32 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12348 301 GULF RD 932413.68 496038.28 J‐825 1 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12340 300 CARIBBEAN RD 931954.89 496034.65 J‐827 3 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12340 301 CARIBBEAN RD 932038.05 496035.74 J‐828 5 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12340 324 CARIBBEAN RD 931995.68 495925.5 J‐830 6 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12340 301 CARIBBEAN RD 932022.28 495929.47 J‐832 8 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12344 330 CARIBBEAN RD 932027.94 495724.28 J‐833 9 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12344 335 CARIBBEAN RD 932054.17 495720.31 J‐834 12 Catch Basin 2.34 ‐4.56 6.9 Design Elevation 10 SUB‐12346 365 CARIBBEAN RD 932070.3 495510.3 J‐835 11 Catch Basin 2.24 ‐4.56 6.8 Design Elevation 10 SUB‐12346 378 CARIBBEAN RD 932044.42 495509.82 J‐837 50 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12350 300 PACIFIC RD 932539.02 496035.94 J‐839 51 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12350 301 PACIFIC RD 932645.73 496037.06 J‐840 47 Catch Basin 1.94 ‐4.56 6.5 Design Elevation 10 SUB‐12350 320 PACIFIC RD 932601.76 495919.44 J‐842 48 Catch Basin 1.94 ‐4.56 6.5 Design Elevation 10 SUB‐12350 301 PACIFIC RD 932630.49 495914.79 J‐843 44 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12354 340 PACIFIC RD 932636.58 495664.63 J‐845 45 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12354 345 PACIFIC RD 932661.29 495666.71 J‐846 41 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12354 360 PACIFIC RD 932643.64 495541.88 J‐847 42 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12354 365 PACIFIC RD 932668.52 495541.88 J‐849 38 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12354 301 E HEATHER DR 932627.92 495304.23 J‐85 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐11926 385 HAMPTON LN 930383.95 495346.51 J‐852 39 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12354 6 TURTLE WALK 932672.05 495303.91 J‐853 35 Catch Basin 2.14 ‐3.56 5.7 Design Elevation 10 6 TURTLE WALK 932649.1 495268.77 J‐854 34 Catch Basin 3.1 ‐3.56 6.66 Assumed Elevation 10 8 TURTLE WALK 932573.2 495268.61 J‐858 55 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12362 390 ATLANTIC RD 932966.44 495361.14 J‐859 54 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12362 390 ATLANTIC RD 932941.09 495360.5 J‐86 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐11926 201 W HEATHER DR 930354.18 495351.69 J‐861 58 Catch Basin 1.84 ‐4.56 6.4 Design Elevation 10 SUB‐12358 360 ATLANTIC RD 932969.33 495510.05 J‐862 57 Catch Basin 1.84 0 0 Design Elevation 10 SUB‐12358 360 ATLANTIC RD 932941.89 495507.8 J‐864 60 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12358 340 ATLANTIC RD 932931.46 495712.07 J‐866 61 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12358 335 ATLANTIC RD 932957.29 495713.68 J‐867 64 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12356 325 ATLANTIC RD 932939.32 495880.88 J‐869 63 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12356 320 ATLANTIC RD 932913.65 495878.15 J‐871 66 Catch Basin 2.04 ‐4.56 6.6 Design Elevation 10 SUB‐12356 300 ATLANTIC RD 932852.99 496037.01 J‐872 67 Catch Basin 1.94 ‐4.56 6.5 Design Elevation 10 SUB‐12350 300 ATLANTIC RD 932768.11 496037.17 J‐873 68 Catch Basin 3 ‐4.56 7.56 Assumed Elevation 10 SUB‐12356 301 ATLANTIC RD 932993.24 496037.01 J‐875 71 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 03 301 ATLANTIC RD 933269.23 496027.86 J‐876 72 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 03 301 ATLANTIC RD 933304.05 496028.02 J‐877 73 Catch Basin 2.14 ‐4.56 6.7 Design Elevation 03 325 ATLANTIC RD 933315.93 495955.33 VKB_StructureInventory_04142011 Page 9 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐878 a‐18 Catch Basin 3.85 0 0 Assumed Elevation 09A SUB‐12380 150 OCEAN LN DR 933202.95 497216.8 J‐886 6a‐144x Catch Basin 2 0 0 Assumed Elevation 06A NA 625 HARBOR CIR 928431.09 493712.16 J‐887 6a‐145x Catch Basin 2 0 0 Assumed Elevation 06A NA 610 HARBOR CIR 928450.98 493673 J‐89 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12274 235 W HEATHER DR 930071.91 495303.13 J‐890 Catch Basin 1.848 0 0 Tt Survey 03 SUB‐12068 715 GLENRIDGE RD 930916.8 493262.99 J‐893 Catch Basin 1.823 0 0 Tt Survey 03 SUB‐12068 714 FERNWOOD RD 931074.55 493316 J‐895 Catch Basin 1.452 0 0 Tt Survey 09 SUB‐12218 688 FERNWOOD RD 931072.06 493470.18 J‐897 Catch Basin 1.592 0 0 Tt Survey 09 SUB‐12216 628 FERNWOOD RD 931049.28 493769.47 J‐898 Catch Basin 1.412 0 0 Tt Survey 09 SUB‐12216 628 FERNWOOD RD 931069.77 493770.01 J‐9 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12086 755 HARBOR DR 928963.5 492770.52 J‐90 8‐8 Catch Basin 2.04 0 0 Design Elevation 08 SUB‐12268 401 WARREN LN 930070.21 495253.27 J‐900 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12206 750 FERNWOOD RD 931082.53 492963.08 J‐901 Catch Basin 3 0 0 Assumed Elevation 03 SUB‐12206 750 FERNWOOD RD 931111.83 492970.49 J‐902 Catch Basin 1.587 0 0 Tt Survey 07B SUB‐11986 544 FERNWOOD RD 931058.36 494344.05 J‐903 Catch Basin 2.468 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931040.4 494303.04 J‐904 Catch Basin 3 0 0 Assumed Elevation 09 SUB‐12458 599 GLENRIDGE RD 931079.51 493985.19 J‐905 Catch Basin 1.747 0 0 Tt Survey 09 SUB‐12216 610 FERNWOOD RD 931078.48 493922.74 J‐906 Catch Basin 1.834 0 0 Tt Survey 09 85 W ENID DR 931161.31 493961.57 J‐907 Catch Basin 1.791 0 0 Tt Survey 09 85 W ENID DR 931226.12 493959.17 J‐908 Catch Basin 1.914 0 0 Tt Survey 09 85 W ENID DR 931296.48 493959.7 J‐91 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12268 400 WARREN LN 930035.94 495261.63 J‐910 Catch Basin 4 0 0 Assumed Elevation 09 SUB‐12116 250 KNOLLWOOD DR 931023.11 491884.36 J‐912 Catch Basin 4 0 0 Assumed Elevation 03 SUB‐12142 921 HARBOR DR 930131.99 491679.59 J‐914 Catch Basin 3.06 0 0 Assumed Elevation 06A SUB‐12004 540 HARBOR DR 928637.88 494249.52 J‐915 235 Catch Basin 2.52 0 0 Design Elevation 07A SUB‐12292 280 HAMPTON LN 930275 496104.46 J‐916 236 Catch Basin 2.89 0 0 Design Elevation 07A SUB‐12292 275 HAMPTON LN 930310.5 496105.24 J‐917 Catch Basin 6 0 0 Assumed Elevation 06A SUB‐12052 11 HARBOR POINT 927770.89 493697.63 J‐918 Catch Basin 3.04 0 0 Assumed Elevation 06A SUB‐12052 18 HARBOR POINT 927798.24 493683.6 J‐92 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12268 400 WARREN LN 930028.35 495240.62 J‐921 Catch Basin 3.068 0 0 Tt Survey 09 SUB‐12294 230 CYPRESS DR 930032.82 496030.35 J‐923 Catch Basin 1.506 0 0 Tt Survey 09 101 W MCINTYRE ST 930718.23 494327.27 J‐924 Catch Basin 1.942 0 0 Tt Survey 09 SUB‐12456 571 GLENRIDGE RD 930846.69 494336 J‐925 Catch Basin 1.916 0 0 Tt Survey 09 SUB‐12456 571 GLENRIDGE RD 930845.94 494309.33 J‐926 Catch Basin 1.865 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931035.71 494309.86 J‐927 Catch Basin 2.55 0 0 Tt Survey 09 544 FERNWOOD RD 931124.75 494324.33 J‐929 Catch Basin 1.886 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931049.04 494185.05 J‐93 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12274 235 W HEATHER DR 930081.77 495305.12 J‐930 Catch Basin 1.665 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931070.53 494185.84 J‐933 Catch Basin 1.9 0 0 Tt Survey 09 SUB‐12458 599 GLENRIDGE RD 931068.05 494053.08 J‐94 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐12268 400 WARREN LN 929989.81 495277.83 J‐941 Catch Basin 2.741 0 0 Tt Survey 09 SUB‐12386 530 CRANDON BLVD 931521.18 494285.8 J‐942 Catch Basin 2.541 0 0 Tt Survey 09 SUB‐12386 530 CRANDON BLVD 931531.51 494347.23 J‐943 Catch Basin 3.221 0 0 Tt Survey 09 560 CRANDON BLVD 931472.52 494237.15 J‐944 Catch Basin 3.423 0 0 Tt Survey 09 560 CRANDON BLVD 931473.23 494250.79 J‐945 Catch Basin 1.989 0 0 Tt Survey 11 SUB‐12398 101 SUNRISE DR 931811.53 494285.46 J‐946 Catch Basin 2.517 0 0 Tt Survey 11 SUB‐12398 101 SUNRISE DR 931841.84 494285.53 J‐947 Catch Basin 2.436 0 0 Tt Survey 11 SUB‐12398 101 SUNRISE DR 931843.17 494259.36 J‐948 Catch Basin 2.652 0 0 Tt Survey 11 SUB‐12418 455 GRAND BAY DR 933184.33 494181.35 J‐95 Catch Basin 3 0 0 Assumed Elevation 08 SUB‐11948 245 W HEATHER DR 929989.69 495302.43 J‐950 s‐11 Catch Basin 4.39 ‐2.56 6.95 Design Elevation 09 SUB‐12434 51 ISLAND DR 932526.09 492044.88 J‐952 s‐9 Catch Basin 4.39 ‐1.81 6.2 Design Elevation 09 SUB‐12434 51 ISLAND DR 932577.3 492111.89 J‐955 Catch Basin 2.79 0 0 Design Elevation 09 SUB‐12430 101 ISLAND DR 932171.14 492500.56 J‐956 Catch Basin 2.79 0 0 Design Elevation 09 SUB‐12430 101 ISLAND DR 932171.49 492472.09 J‐957 Catch Basin 3.42 0 0 Assumed Elevation 09 SUB‐12430 101 ISLAND DR 932137.46 492410.98 J‐964 Catch Basin 0 0 0 Design Elevation 09 721 CRANDON BLVD 931667.04 493174.46 J‐965 Catch Basin 0 0 0 Design Elevation 03 SUB‐12062 691 RIDGEWOOD RD 930371.04 493341.65 J‐97 Catch Basin 2.41 0 0 Assumed Elevation 08 SUB‐11948 401 ALLENDALE RD 929811.32 495262.04 S‐20 Drainage Well 0 0 0 03 SUB‐12206 750 FERNWOOD RD 931111.83 492970.49 HD‐1 Drainage Well 3.44 1.34 0 As Built 03 SUB‐12142 950 HARBOR DR 930131.99 491679.59 4(E) Drainage Well 0 0 0 09A SUB‐12380 251 CRANDON BLVD 933357.22 497170.17 1(W)/2(E) Drainage Well 0 0 0 03 390 ATLANTIC RD 932963.39 495267.27 VKB_StructureInventory_04142011 Page 10 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐102 8‐A Drainage Well 2.02 ‐4.06 6.08 Design Elevation 08 SUB‐11948 275 W HEATHER DR 929780.08 495293.83 J‐11 3‐C Drainage Well 2.59 0 0 Design Elevation 03 SUB‐12152 355 WESTWOOD DR 929139.39 493024.81 J‐118 8‐C Drainage Well 3.74 ‐4.56 8.3 Assumed Elevation 08 NA 375 HARBOR DR 928790.44 495364.52 J‐139 8‐B Drainage Well 2.92 ‐3.56 6.48 Design Elevation 08 SUB‐11924 350 HARBOR CT 929215.9 495728.53 J‐235 6‐C Drainage Well 2.69 ‐4.06 6.75 Design Elevation 06B SUB‐12238 290 W MCINTYRE ST 929556.11 494187.32 J‐268 6‐A Drainage Well 2.44 ‐4.56 7 Design Elevation 06A SUB‐12016 550 HARBOR DR 928678.06 494180.5 J‐284 6‐D Drainage Well 3 ‐4.56 7.56 Assumed Elevation 06A SUB‐12234 601 HARBOR DR 928706.23 493874.08 J‐312 6‐B Drainage Well 2.54 ‐3.56 6.1 Design Elevation 06B SUB‐12226 295 W ENID DR 929557.17 493937.7 J‐385 7‐B Drainage Well 3.24 ‐4.56 7.8 Design Elevation 07B SUB‐12300 155 WOODCREST LN 930889.65 496503.28 J‐412 7‐C Drainage Well 3.24 ‐5.56 8.8 Design Elevation 07A SUB‐12290 230 HAMPTON LN 930461.76 496479.23 J‐444 7‐D Drainage Well 3 0 0 Assumed Elevation 09 SUB‐12312 161 HARBOR DR 930351.66 497021.58 J‐566 3‐D Drainage Well 3 ‐5.06 8.06 Assumed Elevation 03 SUB‐12072 701 HARBOR DR 928671.49 493221.26 J‐577 1‐28 Drainage Well 4 0 0 Assumed Elevation 01 SUB‐12088 715 N MASHTA DR 927844.89 492576.73 J‐603 2‐24 Drainage Well 2.75 0.94 1.81 Assumed Elevation 02 SUB‐12160 491 N MASHTA DR 929165.02 491831.47 J‐626 3‐A Drainage Well 2.72 ‐3.56 6.28 Design Elevation 03 SUB‐12180 164 W MASHTA DR 930698.37 492611.96 J‐650 3‐B Drainage Well 2.49 ‐4.06 6.55 Design Elevation 03 SUB‐12154 244 W MASHTA DR 930171.96 492608.05 J‐692 4‐11 Drainage Well 3 0 0 Assumed Elevation 04 SUB‐12166 300 ISLAND DR 930387.5 492179.9 J‐702 5‐15 Drainage Well 3.83 0 0 Assumed Elevation 05 NA 10 ISLAND DR 932464.2 491543.92 J‐72 7‐A Drainage Well 2.64 ‐3.56 6.2 Design Elevation 07A SUB‐11930 385 WOODCREST RD 930877.25 495313.15 J‐721 S‐13(W) Drainage Well 3.36 ‐3.56 6.92 Design Elevation 11 SUB‐12404 285 SUNRISE DR 932581.41 493919.35 J‐736 S‐29(E) Drainage Well 3 0 0 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933167.05 493901.74 J‐772 3(E) Drainage Well 2.57 2.44 0.13 Design Elevation 11 SUB‐12410 300 SUNRISE DR 933013.26 493601.64 J‐780 2(C) Drainage Well 2.57 2.44 0.13 Design Elevation 11 SUB‐12420 750 OCEAN DR 932584.23 493599.11 J‐792 1(W) Drainage Well 2.57 2.24 0.33 Design Elevation 11 SUB‐12400 101 SUNRISE DR 931771.76 493593.45 J‐104 8‐17 Manhole 2.14 ‐4.56 6.7 Design Elevation 08 SUB‐12266 285 W HEATHER DR 929687.16 495293.47 J‐109 8‐19 Manhole 2.0392 ‐4.56 6.5992 Design Elevation 08 SUB‐12256 381 W HEATHER DR 929033.65 495288.81 J‐110 Manhole 2.112 0 0 Design Elevation 08 SUB‐12256 360 W HEATHER DR 929030.39 495265.64 J‐113 8‐20 Manhole 2.2739 ‐4.56 6.8339 Design Elevation 08 NA 375 HARBOR DR 928798.98 495288.68 J‐12 Manhole 3 0 0 Assumed Elevation 03 SUB‐12152 701 MYRTLEWOOD LN 929152.34 493010.53 J‐129 8‐42 Manhole 2.94 ‐3.56 6.5 Design Elevation 08 NA 375 HARBOR DR 928766.12 495409.62 J‐130 8‐41 Manhole 2.84 ‐3.56 6.4 Design Elevation 08 NA 365 HARBOR DR 928783.28 495540.91 J‐131 8‐39 Manhole 3.49 ‐3.56 7.05 Assumed Elevation 08 SUB‐12328 355 HARBOR DR 928819.81 495655.64 J‐132 8‐40 Manhole 2.54 0 0 Design Elevation 08 SUB‐11924 365 HARBOR DR 928856.57 495542.97 J‐140 8‐34 Manhole 2.92 ‐3.56 6.48 Design Elevation 08 SUB‐12318 340 HARBOR CT 929291.08 495795.29 J‐142 8‐33 Manhole 2.96 ‐3.56 6.52 Design Elevation 08 SUB‐12318 325 HARBOR CT 929356.1 495772.19 J‐147 8‐32 Manhole 2.94 ‐3.56 6.5 Design Elevation 08 SUB‐12318 310 HARBOR CT 929419.75 495906.15 J‐148 8‐31 Manhole 2.98 ‐3.56 6.54 Design Elevation 08 SUB‐12324 300 HARBOR CT 929503.79 495979.69 J‐15 3‐71 Manhole 2.64 ‐4.06 6.7 Design Elevation 03 SUB‐12442 700 CURTISWOOD DR 929309.88 493161.95 J‐152 8‐30 Manhole 3.04 0 0 Design Elevation 08 SUB‐12324 305 HARBOR CT 929555.19 495924.96 J‐153 8‐29 Manhole 3.14 ‐3.56 6.7 Design Elevation 08 SUB‐12324 269 CRANWOOD DR 929643.28 495822.6 J‐155 8‐28 Manhole 3.06 ‐3.56 6.62 Design Elevation 08 SUB‐12324 280 CRANWOOD DR 929738.4 495785.04 J‐156 8‐26 Manhole 2.91 ‐3.56 6.47 Design Elevation 08 SUB‐11926 240 CRANWOOD DR 930034.76 495787.37 J‐158 8‐24 Manhole 3.04 ‐3.56 6.6 Design Elevation 08 SUB‐11926 200 CRANWOOD DR 930297.02 495786.21 J‐160 8‐23 Manhole 3.14 ‐3.56 6.7 Design Elevation 08 SUB‐11926 335 HAMPTON LN 930315.42 495767.07 J‐161 8‐37 Manhole 3 ‐3.56 6.56 Assumed Elevation 08 SUB‐12328 335 HARBOR DR 928898.68 495792.16 J‐162 8‐36 Manhole 3.75 ‐3.56 7.31 Assumed Elevation 08 SUB‐12330 315 HARBOR DR 929006.83 495898.32 J‐176 8‐22 Manhole 3.16 ‐3.56 6.72 Design Elevation 08 SUB‐11926 201 GREENWOOD DR 930337.5 495612.67 J‐179 8‐21 Manhole 2.79 ‐4.06 6.85 Design Elevation 08 SUB‐11926 201 W HEATHER DR 930364.95 495390.42 J‐18 3‐71a Manhole 2.67 ‐3.56 6.23 Design Elevation 03 SUB‐12176 705 CURTISWOOD DR 929352.02 493188.29 J‐180 8‐13 Manhole 2.39 ‐3.56 5.95 Design Elevation 08 SUB‐12262 301 REDWOOD LN 929709.27 495056.11 J‐185 8‐7 Manhole 2.51 ‐4.06 6.57 Design Elevation 08 SUB‐12268 422 WARREN LN 929956.72 495020.67 J‐188 8‐3 Manhole 2.26 ‐4.06 6.32 Design Elevation 08 SUB‐11972 432 HAMPTON LN 930218.69 495007.59 J‐191 7a‐3 Manhole 2.39 ‐3.56 5.95 Design Elevation 07A SUB‐11990 475 RIDGEWOOD RD 930394.68 494708.96 J‐195 6b‐22 Manhole 2.2 ‐3.56 5.76 Design Elevation 06B SUB‐11998 462 HAMPTON LN 930142.65 494765.53 J‐198 6b‐25 Manhole 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐11998 525 HAMPTON LN 930088.73 494509.09 J‐199 6b‐25a Manhole 2.19 ‐3.56 5.75 Design Elevation 06B SUB‐11998 573 HAMPTON LN 930064.21 494283.12 J‐203 6b‐27 Manhole 2.14 ‐3.56 5.7 Design Elevation 06B SUB‐12452 230 W MCINTYRE ST 930053.24 494190.82 J‐204 6b‐26 Manhole 2.09 ‐3.56 5.65 Design Elevation 06B SUB‐12452 570 HAMPTON LN 930056.16 494210.35 J‐206 6b‐35 Manhole 2.19 ‐3.56 5.75 Design Elevation 06B SUB‐12224 573 WARREN LN 929857.25 494189.55 J‐208 6b‐36 Manhole 2.19 ‐3.56 5.75 Design Elevation 06B SUB‐12224 260 W MCINTYRE ST 929805.37 494189.3 J‐209 6b‐34 Manhole 2.29 ‐3.56 5.85 Design Elevation 06B SUB‐12242 525 WARREN LN 929828.65 494466.4 VKB_StructureInventory_04142011 Page 11 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐212 6b‐31 Manhole 2.49 ‐3.56 6.05 Design Elevation 06B SUB‐12244 482 WARREN LN 929855.35 494635.31 J‐213 6b‐30 Manhole 2.19 ‐3.56 5.75 Design Elevation 06B SUB‐12244 462 WARREN LN 929891.07 494794.17 J‐223 6b‐38 Manhole 2.24 ‐5.06 7.3 Design Elevation 06B SUB‐12260 475 ALLENDALE RD 929621.22 494758.75 J‐225 6b‐40 Manhole 2.49 ‐3.56 6.05 Design Elevation 06B SUB‐12260 515 ALLENDALE RD 929588.58 494561.12 J‐226 6b‐42 Manhole 2.49 ‐3.56 6.05 Design Elevation 06B SUB‐12240 525 ALLENDALE RD 929582.41 494511.81 J‐232 6b‐43 Manhole 2.54 ‐3.56 6.1 Design Elevation 06B SUB‐12240 544 ALLENDALE RD 929567.7 494368.12 J‐233 6b‐44 Manhole 2.64 ‐3.56 6.2 Design Elevation 06B SUB‐12238 301 W MCINTYRE ST 929556.99 494209.15 J‐238 6b‐53 Manhole 2.54 ‐4.56 7.1 Design Elevation 06A SUB‐12016 310 W MCINTYRE ST 929304.04 494185.66 J‐24 3‐69a Manhole 2.44 ‐3.56 6 Design Elevation 03 SUB‐12192 276 WESTWOOD DR 929605.27 493298.54 J‐242 6b‐50 Manhole 2.34 ‐3.56 5.9 Design Elevation 06B SUB‐12246 527 SATINWOOD DR 929328.91 494515.49 J‐244 6a‐12 Manhole 2.34 ‐2.76 5.1 Design Elevation 06A SUB‐12248 527 SABAL PALM DR 929041.91 494515.08 J‐247 Manhole 3 ‐3.56 6.56 Assumed Elevation 06A SUB‐12448 545 SABAL PALM DR 929029.85 494432.39 J‐248 6a‐15 Manhole 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐12448 575 SABAL PALM DR 928992.67 494212.88 J‐249 6a‐17 Manhole 2.29 ‐3.56 5.85 Design Elevation 06A SUB‐12016 362 W MCINTYRE ST 928988.06 494182.65 J‐25 3‐69 Manhole 2.48 ‐3.56 6.04 Design Elevation 03 SUB‐12192 700 ALLENDALE RD 929572.79 493288.31 J‐253 6a‐19 Manhole 2.29 ‐3.56 5.85 Design Elevation 06A SUB‐11994 475 BAY LN 928630.83 494870.73 J‐254 6a‐21 Manhole 2.34 ‐3.56 5.9 Design Elevation 06A SUB‐11978 501 BAY LN 928489.48 494750.52 J‐256 6a‐23 Manhole 2.44 ‐3.56 6 Design Elevation 06A SUB‐11978 515 BAY LN 928406.18 494644.57 J‐259 6a‐24 Manhole 2.24 ‐3.56 5.8 Design Elevation 06A SUB‐11978 527 BAY LN 928319.42 494484.25 J‐261 6a‐26 Manhole 2.14 ‐0.26 2.4 Design Elevation 06A NA 460 W MATHESON DR 928382.08 494449.71 J‐266 6a‐29 Manhole 2.29 ‐3.56 5.85 Design Elevation 06A SUB‐12004 520 HARBOR DR 928661.05 494451.52 J‐267 6a‐30 Manhole 2.39 ‐4.06 6.45 Design Elevation 06A SUB‐12250 527 HARBOR DR 928710.79 494451.82 J‐269 6a‐31 Manhole 2.34 ‐4.56 6.9 Design Elevation 06A SUB‐12016 565 HARBOR DR 928694.97 494180.43 J‐27 3‐64 Manhole 2.39 ‐3.56 5.95 Design Elevation 03 SUB‐12190 252 WESTWOOD DR 929802.59 493342.61 J‐275 Manhole 2.54 ‐4.56 7.1 Assumed Elevation 06A SUB‐12016 599 HARBOR DR 928673.32 493997.66 J‐280 6a‐45 Manhole 2.04 ‐3.56 5.6 Design Elevation 06A SUB‐12024 635 SUNSET CIR 928427.23 493953.97 J‐281 6a‐43 Manhole 2.04 ‐3.56 5.6 Design Elevation 06A SUB‐12024 580 HARBOR DR 928615.46 493954.85 J‐282 6a‐41 Manhole 2.34 ‐3.56 5.9 Design Elevation 06A SUB‐12024 599 HARBOR DR 928673.66 493955.32 J‐283 6a‐40 Manhole 2.34 ‐3.56 5.9 Design Elevation 06A SUB‐12234 601 HARBOR DR 928674.35 493874.26 J‐285 6a‐36 Manhole 2.34 ‐4.56 6.9 Design Elevation 06A SUB‐12234 599 HARBOR DR 928685 493931.41 J‐286 6a‐35a Manhole 2.29 ‐4.06 6.35 Design Elevation 06A SUB‐12232 601 HARBOR DR 928805.74 493932.38 J‐288 6a‐38 Manhole 3.44 ‐3.56 7 Design Elevation 06A SUB‐12234 621 HARBOR DR 928700.21 493768.06 J‐290 6a‐3 Manhole 2.84 ‐3.56 6.4 Design Elevation 06A SUB‐12438 641 CURTISWOOD DR 929176.13 493676.81 J‐293 6a‐5 Manhole 2.84 ‐3.56 6.4 Design Elevation 06A SUB‐12438 630 CURTISWOOD DR 928996.09 493673.89 J‐295 6a‐6 Manhole 2.94 ‐3.56 6.5 Design Elevation 06A SUB‐12438 625 CURTISWOOD DR 928965.34 493685.59 J‐297 6a‐8 Manhole 2.29 ‐3.56 5.85 Design Elevation 06A SUB‐12232 600 CURTISWOOD DR 928937.25 493907.28 J‐30 3‐63 Manhole 2.39 ‐3.56 5.95 Design Elevation 03 SUB‐12060 228 WESTWOOD DR 929997.14 493358.58 J‐300 6a‐34 Manhole 2.29 ‐4.06 6.35 Design Elevation 06A SUB‐12232 365 W ENID DR 928937.04 493933.12 J‐301 6a‐35 Manhole 2.29 ‐4.06 6.35 Design Elevation 06A SUB‐12232 600 CURTISWOOD DR 928904.02 493932.18 J‐304 6a‐10 Manhole 2.29 ‐4.06 6.35 Design Elevation 06A SUB‐12228 345 W ENID DR 929076.11 493934.21 J‐305 6a‐9 Manhole 2.34 ‐4.06 6.4 Design Elevation 06A SUB‐12228 330 W ENID DR 929170.27 493935 J‐31 3‐63a Manhole 2.29 ‐3.56 5.85 Design Elevation 03 SUB‐12060 216 WESTWOOD DR 930103.3 493357.6 J‐310 6b‐17 Manhole 2.49 ‐3.56 6.05 Design Elevation 06B SUB‐12226 600 ALLENDALE RD 929460.56 493937.62 J‐314 6b‐13 Manhole 2.49 ‐3.56 6.05 Design Elevation 06B SUB‐12198 640 ALLENDALE RD 929559.03 493764.53 J‐317 6b‐10 Manhole 2.54 ‐3.56 6.1 Design Elevation 06B SUB‐12222 265 W ENID DR 929806.65 493940.14 J‐321 6b‐8 Manhole 2.59 ‐3.56 6.15 Design Elevation 06B SUB‐12194 640 WARREN LN 929808.86 493679.56 J‐323 6b‐5 Manhole 2.39 ‐3.56 5.95 Design Elevation 06B SUB‐12036 229 W ENID DR 930056.48 493941.45 J‐324 6b‐3 Manhole 2.54 ‐3.56 6.1 Design Elevation 06B SUB‐12036 642 HAMPTON LN 930057.8 493762.94 J‐327 3‐68 Manhole 2.39 ‐3.56 5.95 Design Elevation 03 SUB‐12192 690 ALLENDALE RD 929562.83 493324.12 J‐328 3‐67 Manhole 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12196 670 ALLENDALE RD 929559.99 493537.06 J‐33 3‐27 Manhole 2.36 0 0 Design Elevation 03 SUB‐12062 710 RIDGEWOOD RD 930318.51 493337 J‐333 7a‐6 Manhole 2.24 ‐3.56 5.8 Design Elevation 07A NA 432 RIDGEWOOD RD 930492.02 495000.64 J‐334 7a‐28 Manhole 2.33 ‐3.56 5.89 Design Elevation 07A SUB‐11958 412 WOODCREST RD 930830.62 495160.33 J‐335 7a‐27 Manhole 2.56 ‐3.56 6.12 Design Elevation 07A SUB‐11958 432 WOODCREST RD 930761.26 495004.81 J‐341 7a‐23 Manhole 2.49 ‐3.56 6.05 Design Elevation 07A SUB‐11988 515 WOODCREST RD 930630.09 494621.4 J‐342 7b‐10 Manhole 2.44 ‐3.56 6 Design Elevation 07B SUB‐12288 400 FERNWOOD RD 931370.18 495298.65 J‐343 7b‐9 Manhole 2.59 ‐4.06 6.65 Design Elevation 07B SUB‐12288 400 FERNWOOD RD 931363.82 495267.2 J‐348 7b‐31 Manhole 2.39 ‐3.56 5.95 Design Elevation 07B SUB‐11958 422 GLENRIDGE RD 931041.54 495006.07 J‐351 7b‐28 Manhole 2.56 ‐3.56 6.12 Design Elevation 07B SUB‐11984 485 GLENRIDGE RD 930901.64 494664.25 J‐354 7b‐3 Manhole 2.56 ‐3.56 6.12 Design Elevation 07B SUB‐11986 482 FERNWOOD RD 931166.16 494666.82 J‐355 7b‐5 Manhole 2.61 ‐3.56 6.17 Design Elevation 07B SUB‐11968 432 FERNWOOD RD 931287.89 494950.18 VKB_StructureInventory_04142011 Page 12 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐359 7b‐7 Manhole 2.54 ‐4.06 6.6 Design Elevation 07B SUB‐12288 412 FERNWOOD RD 931342.48 495136.45 J‐36 3‐27a Manhole 2.36 ‐3.56 5.92 Design Elevation 03 SUB‐12062 710 RIDGEWOOD RD 930319.24 493321.99 J‐362 7b‐13 Manhole 3.34 ‐3.56 6.9 Design Elevation 07B SUB‐12286 355 GLENRIDGE RD 931361.92 495599.4 J‐363 7b‐14 Manhole 3.34 ‐3.56 6.9 Design Elevation 07B SUB‐12286 341 GLENRIDGE RD 931342.66 495731.02 J‐364 7b‐17 Manhole 3.39 ‐3.56 6.95 Design Elevation 07B SUB‐12286 330 FERNWOOD RD 931318.87 495795.85 J‐369 7b‐40 Manhole 3.19 ‐3.56 6.75 Design Elevation 07B SUB‐12280 310 GLENRIDGE RD 931054.6 495887.93 J‐374 7b‐20 Manhole 3.34 ‐3.56 6.9 Design Elevation 07B SUB‐12286 290 FERNWOOD RD 931294.32 496019.63 J‐375 7b‐43 Manhole 3.19 ‐4.06 7.25 Design Elevation 07B SUB‐12300 275 GLENRIDGE RD 931036.24 496175.62 J‐380 7b‐23 Manhole 3.34 ‐4.06 7.4 Design Elevation 07B SUB‐12284 270 FERNWOOD RD 931287.02 496242.15 J‐381 7b‐25 Manhole 3.34 ‐5.06 8.4 Design Elevation 07B SUB‐12284 101 WOODCREST LN 931299.96 496510.95 J‐384 7b‐45 Manhole 3.24 ‐4.56 7.8 Design Elevation 07B SUB‐12300 135 WOODCREST LN 931047.36 496505.52 J‐388 7a‐47 Manhole 3.24 ‐4.56 7.8 Design Elevation 07A SUB‐12296 230 WOODCREST RD 930745.17 496425.33 J‐389 7a‐43 Manhole 3.34 ‐4.06 7.4 Design Elevation 07A SUB‐12296 240 WOODCREST RD 930757.26 496371.85 J‐393 7a‐41 Manhole 3.34 ‐4.06 7.4 Design Elevation 07A SUB‐12278 260 WOODCREST RD 930790.11 496186.41 J‐396 7a‐38 Manhole 3.39 ‐4.06 7.45 Design Elevation 07A SUB‐12278 325 WOODCREST RD 930816.94 495853.61 J‐399 7a‐35 Manhole 3.84 ‐3.56 7.4 Design Elevation 07A SUB‐11930 359 WOODCREST RD 930867.84 495541.64 J‐40 3‐16 Manhole 2.66 ‐3.56 6.22 Design Elevation 03 SUB‐12210 715 WOODCREST RD 930574.81 493279.3 J‐402 7a‐11 Manhole 3.08 ‐3.56 6.64 Design Elevation 07A SUB‐12276 355 RIDGEWOOD RD 930595.05 495636.76 J‐405 7a‐14 Manhole 3.19 ‐3.56 6.75 Design Elevation 07A SUB‐12276 315 RIDGEWOOD RD 930557.82 495948.66 J‐407 7a‐17 Manhole 3.01 ‐3.56 6.57 Design Elevation 07A SUB‐12290 275 RIDGEWOOD RD 930544.43 496166.31 J‐409 7a‐18 Manhole 2.97 ‐4.06 7.03 Design Elevation 07A SUB‐12290 250 RIDGEWOOD RD 930492.38 496410.13 J‐410 7a‐19 Manhole 3.29 ‐4.06 7.35 Design Elevation 07A SUB‐12290 230 HAMPTON LN 930475.52 496447.85 J‐416 7a‐20 Manhole 3.19 ‐4.56 7.75 Design Elevation 07A SUB‐12292 246 HAMPTON LN 930327.03 496364.78 J‐417 7a‐52 Manhole 3.51 ‐4.56 8.07 Design Elevation 07A SUB‐12302 200 HAMPTON LN 930658.34 496660.34 J‐422 7A‐50 Manhole 3.19 ‐3.56 6.75 Design Elevation 07A SUB‐12304 110 HAMPTON LN 931160.23 496744.08 J‐423 7a‐63 Manhole 3.34 ‐5.06 8.4 Design Elevation 07A SUB‐12308 190 BUTTONWOOD DR 930543.36 496863.6 J‐424 7a‐62 Manhole 2.84 ‐3.56 6.4 Design Elevation 07A SUB‐12306 216 BUTTONWOOD DR 930336.75 496689.12 J‐427 7a‐61 Manhole 2.84 ‐3.56 6.4 Design Elevation 07A SUB‐12306 216 BUTTONWOOD DR 930294.52 496651.78 J‐430 7a‐60 Manhole 3.14 ‐3.56 6.7 Design Elevation 07A SUB‐12306 230 BUTTONWOOD DR 930115.86 496498.23 J‐445 Manhole 3 ‐5.06 8.06 Assumed Elevation 09 SUB‐12312 157 HARBOR DR 930393.44 497065.29 J‐450 7a‐64 Manhole 3 ‐5.06 8.06 Assumed Elevation 07A SUB‐12308 201 BUTTONWOOD DR 930507.19 496914.83 J‐459 103 Manhole 3.371 ‐3.99 7.361 Tt Survey 09 SUB‐12310 115 HARBOR DR 931187.31 497301.32 J‐466 Manhole 3.1 0 0 Tt Survey 09 SUB‐12368 38 CRANDON BLVD 931987.6 497257.23 J‐485 Manhole 3 0 0 Assumed Elevation 09 SUB‐11936 390 CARIBBEAN RD 931885.02 495277.23 J‐5 Manhole 3 ‐5.06 8.06 Assumed Elevation 03 SUB‐12086 741 HARBOR DR 928926.64 492883.61 J‐500 Manhole 2.596 0 0 Tt Survey 11 SUB‐12418 455 GRAND BAY DR 933128.1 494269.98 J‐505 Manhole 2.11 0 0 Assumed Elevation 11 SUB‐12418 303 GALEN DR 932912.61 494265.25 J‐508 Manhole 3 0 0 Assumed Elevation 11 SUB‐12408 285 SUNRISE DR 932615.55 494262.31 J‐512 Manhole 2.378 0 0 Tt Survey 11 SUB‐12014 155 SUNRISE DR 932170.85 494256.14 J‐518 Manhole 2.564 0 0 Tt Survey 11 SUB‐12398 155 SUNRISE DR 931909.21 494261.12 J‐52 60 Manhole 3.14 0 0 Assumed Elevation 09 SUB‐12388 89 WESTWOOD DR 931591.64 493573.62 J‐544 65 Manhole 2.63 0 0 Tt Survey 09 SUB‐12388 101 SUNRISE DR 931508.35 493948.9 J‐554 Manhole 3.87 0 0 Assumed Elevation 09 SUB‐12430 101 ISLAND DR 932095.44 492344.76 J‐555 Manhole 3.89 ‐4.4 8.29 Assumed Elevation 09 SUB‐12430 91 ISLAND DR 932112.46 492328.95 J‐563 3‐80 Manhole 2.49 ‐3.56 6.05 Design Elevation 03 SUB‐12150 690 HARBOR LN 928910.38 493172.03 J‐565 3‐81 Manhole 2.69 ‐5.06 7.75 Design Elevation 03 SUB‐12086 735 HARBOR DR 928776.25 493016.23 J‐576 1‐29 Manhole 3.04 ‐4.06 #REF! Design Elevation 01 SUB‐12088 710 N MASHTA DR 927833.45 492571.82 J‐578 1‐27 Manhole 3.04 0 0 Design Elevation 01 SUB‐12088 710 N MASHTA DR 927841.61 492564.93 J‐581 1‐13 Manhole 3.04 ‐5.06 8.1 Design Elevation 01 SUB‐12162 660 N MASHTA DR 927990.9 492438.81 J‐585 1‐16 Manhole 2.89 ‐4.06 6.95 Design Elevation 01 SUB‐12084 721 S MASHTA DR 927561.75 492461.35 J‐588 1‐19 Manhole 3.17 ‐4.56 7.73 Design Elevation 01 SUB‐12084 669 S MASHTA DR 927787.58 492269.3 J‐591 1‐25 Manhole 2.84 ‐6.06 8.9 Design Elevation 01 SUB‐12162 640 N MASHTA DR 928162.9 492217.96 J‐596 1‐23 Manhole 3.09 0 0 Design Elevation 01 SUB‐12164 601 S MASHTA DR 928250.42 491878.9 J‐598 2‐16 Manhole 2.74 ‐3.56 6.3 Design Elevation 02 SUB‐12160 550 N MASHTA DR 928650.78 491880.19 J‐6 Manhole 3 0 0 Assumed Elevation 03 SUB‐12086 741 HARBOR DR 928957.35 492872.28 J‐601 2‐19 Manhole 2.64 ‐3.56 6.2 Design Elevation 02 SUB‐12160 530 N MASHTA DR 928797.33 491754.88 J‐602 2‐20 Manhole 2.49 ‐3.56 6.05 Design Elevation 02 SUB‐12160 500 N MASHTA DR 928950.51 491626.14 J‐604 Manhole 2 0 0 Assumed Elevation 02 SUB‐12160 491 N MASHTA DR 929126.62 491832.74 J‐607 2‐22 Manhole 2.44 ‐4.06 6.5 Design Elevation 02 SUB‐12122 501 N MASHTA DR 929103.92 491786.25 J‐609 2‐21 Manhole 2.64 ‐3.56 6.2 Design Elevation 02 SUB‐12144 500 N MASHTA DR 928995.18 491588.55 J‐611 2‐2 Manhole 2.84 ‐3.56 6.4 Design Elevation 02 SUB‐12144 531 S MASHTA DR 928646.97 491555.63 VKB_StructureInventory_04142011 Page 13 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐613 2‐4 Manhole 2.74 ‐3.56 6.3 Design Elevation 02 SUB‐12144 511 S MASHTA DR 928822.85 491405.79 J‐615 2‐7 Manhole 2.74 ‐3.56 6.3 Design Elevation 02 SUB‐12144 511 S MASHTA DR 928867.51 491364.53 J‐618 3‐7 Manhole 2.24 ‐3.56 5.8 Design Elevation 03 SUB‐12204 760 GLENRIDGE RD 930860.2 492943.85 J‐623 3‐10 Manhole 2.54 ‐3.56 6.1 Design Elevation 03 SUB‐12202 797 GLENRIDGE RD 930957.91 492638.91 J‐624 3‐12 Manhole 2.84 ‐3.56 6.4 Design Elevation 03 SUB‐12202 128 W MASHTA DR 930968.4 492614.76 J‐629 3‐22 Manhole 2.64 ‐3.56 6.2 Design Elevation 03 SUB‐12180 797 WOODCREST RD 930685.06 492650.98 J‐63 Manhole 3 0 0 Assumed Elevation 07A SUB‐11958 385 WOODCREST RD 930912.07 495306.67 J‐632 3‐19 Manhole 2.54 ‐3.56 6.1 Design Elevation 03 SUB‐12182 760 WOODCREST RD 930602.1 492935.76 J‐633 3‐38 Manhole 2.39 ‐4.06 6.45 Design Elevation 03 SUB‐12168 212 W MASHTA DR 930436.49 492609.91 J‐637 3‐36 Manhole 2.14 ‐3.56 5.7 Design Elevation 03 SUB‐12184 797 RIDGEWOOD RD 930424.35 492645.7 J‐64 Manhole 3 ‐3.56 6.56 Assumed Elevation 07A SUB‐11958 385 WOODCREST RD 930937.89 495306.9 J‐640 3‐33 Manhole 2.21 ‐3.56 5.77 Design Elevation 03 SUB‐12186 772 RIDGEWOOD RD 930354.72 492920.23 J‐645 3‐30 Manhole 2.17 ‐3.56 5.73 Design Elevation 03 SUB‐12062 724 RIDGEWOOD RD 930317.08 493208.33 J‐647 Manhole 3 0 0 Assumed Elevation 03 SUB‐12062 724 RIDGEWOOD RD 930317.08 493208.33 J‐653 3‐41 Manhole 2.64 ‐3.56 6.2 Design Elevation 03 SUB‐12188 780 ALLENDALE RD 930080.08 493060.85 J‐654 3‐44 Manhole 2.64 ‐3.56 6.2 Design Elevation 03 SUB‐12174 775 CURTISWOOD DR 929813.54 492864.65 J‐657 3‐46 Manhole 2.81 ‐3.56 6.37 Design Elevation 03 SUB‐12172 785 ALLENDALE RD 930109.13 492867.1 J‐659 3‐49 Manhole 2.54 ‐3.56 6.1 Design Elevation 03 SUB‐12170 799 ALLENDALE RD 930162.34 492645.43 J‐663 3‐53 Manhole 2.54 ‐4.56 7.1 Design Elevation 03 SUB‐12154 285 W MASHTA DR 929804.86 492607.07 J‐665 3‐55 Manhole 2.44 ‐4.56 7 Design Elevation 03 SUB‐12158 298 W MASHTA DR 929589.16 492597.69 J‐666 3‐58 Manhole 2.49 ‐4.56 7.05 Design Elevation 03 SUB‐12158 298 W MASHTA DR 929514.88 492516.83 J‐67 7b‐35 Manhole 2.94 ‐3.56 6.5 Design Elevation 07B SUB‐11954 401 GLENRIDGE RD 931137.04 495309.19 J‐670 3‐60 Manhole 2.24 ‐4.56 6.8 Design Elevation 03 SUB‐12152 770 MYRTLEWOOD LN 929468.56 492544.84 J‐678 3‐62 Manhole 2.14 ‐4.56 6.7 Design Elevation 03 SUB‐12152 730 MYRTLEWOOD LN 929323.06 492776.35 J‐682 4‐1 Manhole 3.04 ‐3.56 6.6 Design Elevation 04 SUB‐12200 200 ISLAND DR 931247.71 492336.57 J‐684 4‐5 Manhole 3.71 ‐3.56 7.27 Design Elevation 04 SUB‐12450 241 ISLAND DR 930917.74 492334.46 J‐686 4‐7 Manhole 3.64 ‐2.56 6.2 Design Elevation 04 SUB‐12166 261 ISLAND DR 930645.76 492332.38 J‐687 4‐8 Manhole 3.44 ‐4.06 7.5 Design Elevation 04 SUB‐12166 301 ISLAND DR 930401.5 492330.36 J‐688 4‐9 Manhole 3.44 ‐3.56 7 Design Elevation 04 SUB‐12166 301 ISLAND DR 930369.42 492329.86 J‐691 4‐10 Manhole 3.29 ‐3.56 6.85 Design Elevation 04 SUB‐12166 300 ISLAND DR 930403.16 492179.85 J‐697 Manhole 4 ‐3.56 7.56 Assumed Elevation 05 SUB‐12136 131 CAPE FLORIDA DR 931944.06 491490.8 J‐73‐76 Manhole 2.34 ‐4.56 6.9 Design Elevation 03 SUB‐12086 755 HARBOR DR 928976.07 492863.31 J‐700 5‐6 Manhole 3.29 ‐3.56 6.85 Design Elevation 05 SUB‐12136 111 CAPE FLORIDA DR 932222.7 491513.93 J‐701 5‐14 Manhole 3.24 ‐5.06 8.3 Design Elevation 05 NA 10 ISLAND DR 932465.05 491533.65 J‐705 5‐12 Manhole 3.49 ‐3.56 7.05 Design Elevation 05 NA 50 CAPE FLORIDA DR 932614.72 491547.08 J‐707 5‐11 Manhole 3.19 ‐3.56 6.75 Design Elevation 05 NA 10 ISLAND DR 932606.75 491624.15 J‐710 5‐9 Manhole 3.29 ‐3.56 6.85 Design Elevation 05 NA 20 ISLAND DR 932574.85 491727.41 J‐712 s‐4 Manhole 3.27 ‐0.66 3.93 Design Elevation 11 SUB‐12402 101 SUNRISE DR 931805.98 493914.22 J‐714 s‐7 Manhole 3.17 ‐3.56 6.73 Design Elevation 11 SUB‐12396 155 SUNRISE DR 932043.16 493915.59 J‐719 s‐10 Manhole 3.29 ‐1.56 4.85 Design Elevation 11 SUB‐12404 155 SUNRISE DR 932331.59 493917.64 J‐725 s‐16 Manhole 3.06 ‐2.06 5.12 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932830.55 493921.4 J‐728 s‐19 Manhole 2.89 ‐2.06 4.95 Design Elevation 11 SUB‐12414 300 SUNRISE DR 932951.96 493922.17 J‐73 Manhole 3 ‐3.56 6.56 Assumed Elevation 07A SUB‐11958 380 WOODCREST RD 930843.8 495304.94 J‐734 Manhole 3 ‐2.06 5.06 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933123.51 493928.46 J‐735 Manhole 3 0 0 Assumed Elevation 11 SUB‐12422 300 SUNRISE DR 933167 493919.47 J‐74 Manhole 3 ‐3.56 6.56 Assumed Elevation 07A SUB‐11930 385 WOODCREST RD 930878.9 495352.97 J‐755 1‐20 Manhole 2.84 ‐3.56 6.4 Design Elevation 01 SUB‐12164 641 S MASHTA DR 928013.33 492078.78 J‐757 1‐24 Manhole 2.89 ‐5.56 8.45 Design Elevation 01 SUB‐12164 641 S MASHTA DR 928036.51 492059.24 J‐760 3‐4 Manhole 1.897 ‐3.56 5.457 Tt Survey 03 SUB‐12068 710 GLENRIDGE RD 930821.16 493247.04 J‐761 8‐18 Manhole 2.4919 ‐4.56 7.0519 Design Elevation 08 SUB‐12264 385 HEATHER LN 929305.63 495293.92 J‐763 7a‐67 Manhole 3 0 0 Assumed Elevation 09 SUB‐12314 161 HARBOR DR 930310.45 497076.93 J‐764 3‐82 Manhole 2.34 ‐5.06 7.4 Design Elevation 03 SUB‐12086 715 HARBOR DR 928753.26 493061.22 J‐77 7a‐7 Manhole 2.39 ‐3.56 5.95 Design Elevation 07A NA 385 RIDGEWOOD RD 930638.73 495302.66 J‐799 16b Manhole 3.44 ‐4.06 7.5 Design Elevation 10 SUB‐12364 390 CARIBBEAN RD 931940.48 495281.21 J‐800 16 Manhole 2.64 ‐5.06 7.7 Design Elevation 10 SUB‐12364 15 GRAND BAY ESTATES CIR 932044.94 495281.37 J‐802 13 Manhole 2.54 ‐5.06 7.6 Design Elevation 10 SUB‐12346 390 CARIBBEAN RD 932046.22 495304.32 J‐806 19a Manhole 2.54 ‐4.56 7.1 Design Elevation 10 SUB‐12364 24 TURTLE WALK 932169.62 495281.54 J‐809 17 Manhole 2.59 ‐5.06 7.65 Design Elevation 10 SUB‐12364 18 TURTLE WALK 932344.52 495281.37 J‐810 18 Manhole 2.34 ‐4.56 6.9 Design Elevation 10 SUB‐12352 390 GULF RD 932347.73 495312.34 J‐813 21 Manhole 2.44 ‐5.06 7.5 Design Elevation 10 SUB‐12352 364 GULF RD 932351.58 495514.69 J‐816 24 Manhole 2.34 ‐4.56 6.9 Design Elevation 10 SUB‐12352 346 GULF RD 932342.76 495676.11 VKB_StructureInventory_04142011 Page 14 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐819 27 Manhole 2.54 ‐4.56 7.1 Design Elevation 10 SUB‐12348 318 GULF RD 932307.29 495920.18 J‐82 Manhole 3 ‐4.06 7.06 Assumed Elevation 08 SUB‐12274 201 W HEATHER DR 930354.62 495273.24 J‐822 30 Manhole 2.44 ‐4.56 7 Design Elevation 10 SUB‐12348 300 GULF RD 932289.48 496039.08 J‐826 2 Manhole 2.34 ‐4.56 6.9 Design Elevation 10 SUB‐12340 300 CARIBBEAN RD 931988.95 496030.2 J‐829 4 Manhole 2.54 ‐4.56 7.1 Design Elevation 10 SUB‐12340 301 CARIBBEAN RD 932003.27 495926.58 J‐83 Manhole 3 ‐4.06 7.06 Assumed Elevation 08 SUB‐12274 201 W HEATHER DR 930355.09 495304.35 J‐831 7 Manhole 2.49 ‐4.56 7.05 Design Elevation 10 SUB‐12344 335 CARIBBEAN RD 932037.93 495724.88 J‐836 10 Manhole 2.54 ‐5.06 7.6 Design Elevation 10 SUB‐12346 378 CARIBBEAN RD 932054.9 495509.82 J‐838 49 Manhole 2.34 ‐4.56 6.9 Design Elevation 10 SUB‐12350 300 PACIFIC RD 932588.61 496039.79 J‐84 Manhole 3 0 0 Assumed Elevation 08 SUB‐11926 201 W HEATHER DR 930363.81 495350.08 J‐841 46 Manhole 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12350 320 PACIFIC RD 932612.35 495917.52 J‐844 43 Manhole 1.94 ‐4.56 6.5 Design Elevation 10 SUB‐12354 340 PACIFIC RD 932643.96 495665.59 J‐848 40 Manhole 2.44 ‐5.06 7.5 Design Elevation 10 SUB‐12354 360 PACIFIC RD 932654.72 495542.36 J‐850 37 Manhole 3 ‐5.06 8.06 Assumed Elevation 10 SUB‐12354 6 TURTLE WALK 932646.85 495304.23 J‐851 33 Manhole 2.69 ‐3.56 6.25 Design Elevation 10 NA 6 TURTLE WALK 932644.45 495281.44 J‐855 69 Manhole 3.06 ‐5.06 8.12 Assumed Elevation 10 390 ATLANTIC RD 932945.74 495267.91 J‐856 52 Manhole 2.54 ‐5.06 7.6 Design Elevation 10 NA 390 ATLANTIC RD 932945.58 495281.39 J‐860 53 Manhole 2.09 ‐5.06 7.15 Design Elevation 10 SUB‐12362 390 ATLANTIC RD 932949.59 495360.66 J‐863 56 Manhole 2.09 ‐5.06 7.15 Design Elevation 10 SUB‐12358 360 ATLANTIC RD 932951.36 495508.61 J‐865 59 Manhole 2.54 ‐4.56 7.1 Design Elevation 10 SUB‐12358 340 ATLANTIC RD 932941.09 495712.71 J‐868 62 Manhole 2.44 ‐4.56 7 Design Elevation 10 SUB‐12356 320 ATLANTIC RD 932921.67 495878.95 J‐87 8‐9 Manhole 2.44 ‐4.06 6.5 Design Elevation 08 SUB‐12268 401 WARREN LN 930053.92 495256.98 J‐870 65 Manhole 2.59 ‐4.56 7.15 Design Elevation 10 SUB‐12356 300 ATLANTIC RD 932897.92 496022.09 J‐874 70 Manhole 2.14 ‐4.56 6.7 Design Elevation 10 SUB‐12356 301 ATLANTIC RD 932993.56 496028.34 J‐879 a‐26 Manhole 2.92 ‐4.06 6.98 Assumed Elevation 09A SUB‐12380 150 OCEAN LN DR 933206.7 497224.02 J‐88 8‐11 Manhole 2.44 ‐4.06 6.5 Design Elevation 08 SUB‐12274 235 W HEATHER DR 930071.28 495296.57 J‐880 a‐25 Manhole 4.81 ‐4.06 8.87 Assumed Elevation 09A SUB‐12376 150 OCEAN LN DR 933100.71 497267.05 J‐881 a‐24 Manhole 4.67 ‐3.56 8.23 Assumed Elevation 09A SUB‐12376 150 OCEAN LN DR 933075.3 497269.65 J‐882 a‐23 Manhole 2 ‐3.56 5.56 Assumed Elevation 09A SUB‐12374 150 OCEAN LN DR 932959.78 497287.55 J‐883 a‐22 Manhole 2 ‐5.56 7.56 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932822.03 497265.31 J‐884 Manhole 2 ‐3.56 5.56 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932766.58 497234.99 J‐888 Manhole 1.879 0 0 Tt Survey 03 SUB‐12068 715 GLENRIDGE RD 930838.6 493268.22 J‐889 Manhole 1.956 0 0 Tt Survey 03 SUB‐12068 715 GLENRIDGE RD 930916.74 493270.57 J‐891 Manhole 2.238 0 0 Tt Survey 03 SUB‐12208 714 FERNWOOD RD 931062.27 493269.56 J‐892 Manhole 2.104 0 0 Tt Survey 03 SUB‐12068 714 FERNWOOD RD 931059.58 493312.41 J‐894 Manhole 1.761 0 0 Tt Survey 09 SUB‐12218 688 FERNWOOD RD 931057.54 493471.78 J‐896 Manhole 1.629 0 0 Tt Survey 09 SUB‐12216 628 FERNWOOD RD 931054.97 493769.01 J‐899 Manhole 3 0 0 Assumed Elevation 03 SUB‐12206 750 FERNWOOD RD 931091.06 492966.41 J‐922 Manhole 1.567 0 0 Tt Survey 07A SUB‐11988 145 W MCINTYRE ST 930538.19 494327.48 J‐928 Manhole 2.43 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931055.87 494314.14 J‐931 Manhole 2.284 0 0 Tt Survey 09 SUB‐12458 570 FERNWOOD RD 931054.78 494184.35 J‐932 Manhole 2.166 0 0 Tt Survey 09 SUB‐12458 599 GLENRIDGE RD 931051.43 494044.3 J‐934 Manhole 2.083 0 0 Tt Survey 09 SUB‐12216 610 FERNWOOD RD 931053.13 493906.29 J‐935 Manhole 2.628 0 0 Tt Survey 09 85 W ENID DR 931226.5 493967.08 J‐936 Manhole 3.909 0 0 Tt Survey 09 560 CRANDON BLVD 931286.95 494342.15 J‐937 Manhole 4.107 0 0 Tt Survey 09 88 W MCINTYRE ST 931280.49 494288.09 J‐938 Manhole 4.039 0 0 Tt Survey 09 560 CRANDON BLVD 931319.25 494304.88 J‐939 Manhole 4.449 0 0 Tt Survey 09 560 CRANDON BLVD 931332.36 494294.45 J‐940 Manhole 3.806 0 0 Tt Survey 09 560 CRANDON BLVD 931315.39 494263.98 J‐951 s‐10 Manhole 4.62 ‐2.56 7.18 Design Elevation 09 SUB‐12434 51 ISLAND DR 932536.33 492059.11 J‐953 s‐35 Manhole 4.04 ‐2.56 6.6 Design Elevation 09 SUB‐12430 71 ISLAND DR 932355.56 492186.46 J‐954 s‐32 Manhole 3.44 ‐2.56 6 Design Elevation 09 SUB‐12430 91 ISLAND DR 932158.69 492314.23 J‐958 s‐33 Manhole 3.09 ‐1.36 4.45 Tt Survey 09 SUB‐12368 38 CRANDON BLVD 932013.47 497318.18 J‐96 Manhole 3 ‐4.06 7.06 Assumed Elevation 08 SUB‐11948 245 W HEATHER DR 929989.57 495295.87 J‐963 Manhole 0 ‐4.56 0 Design Elevation 03 SUB‐12152 705 MYRTLEWOOD LN 929224.39 492924.57 J‐98 Manhole 2 0 0 Assumed Elevation 08 SUB‐11948 401 ALLENDALE RD 929807.59 495270.25 J‐99 8‐14 Manhole 2.04 ‐3.56 5.6 Design Elevation 08 SUB‐11948 401 ALLENDALE RD 929785.57 495267.53 J‐123 ABANDONED Outfall 3.72 0 0 Assumed Elevation 08 380 HARBOR DR 928503.23 495406.78 J‐171 O‐16 Outfall ‐1 0 0 Assumed Elevation 08 260 HARBOR DR 929166.14 496393.77 J‐263 O‐14 Outfall 2.63 0 0 Assumed Elevation 06A NA 460 W MATHESON DR 928396.6 494343.45 J‐279 O‐12 Outfall 3 0 0 Assumed Elevation 06A SUB‐12024 645 SUNSET CIR 928219.43 493954.15 VKB_StructureInventory_04142011 Page 15 of 16 Printed: 5/2/2011 ID Design ID Structure Type Rim Elevation Invert Elevation Invert Depth Elev Source 2010 SWMMP Basin 2010 SWMMP Subcatchment Address Number Street X Y VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN UPDATE EXISTING DRAINAGE STRUCTURE INVENTORY J‐442 O‐17 Outfall ‐1 ‐4.36 3.36 Assumed Elevation 09 SUB‐12316 191 HARBOR DR 929962.31 496822.39 J‐561 O‐03 Outfall 2.61 ‐3.56 6.17 Design Elevation 09 100 ISLAND DR 931876.92 492029.26 J‐567 O‐11 Outfall 0 0 0 Assumed Elevation 03 SUB‐12072 700 HARBOR DR 928442.34 493086.86 J‐575 O‐10 Outfall ‐1 0 0 Assumed Elevation 01 735 N MASHTA DR 927753.93 492862.29 J‐582 O‐09 Outfall ‐2 0 0 Assumed Elevation 01 631 N MASHTA DR 928279.22 492414.6 J‐605 O‐06 Outfall ‐1.38 0 0 Assumed Elevation 02 SUB‐12160 491 N MASHTA DR 929119.57 491869.24 J‐671 O‐07 Outfall 1.11 0 0 Assumed Elevation 03 SUB‐12152 840 HARBOR DR 929236.41 491948.26 J‐693 O‐08 Outfall 0.62 0 0 Assumed Elevation 04 SUB‐12166 300 ISLAND DR 930388.14 492140.11 J‐694 O‐01 Outfall ‐3 0 0 Assumed Elevation 05 161 CAPE FLORIDA DR 931619.27 491634.31 J‐703 O‐02 Outfall 3 0 0 Assumed Elevation 05 NA 10 ISLAND DR 932422.25 491538.88 J‐909 O‐04 Outfall 4.03 0 0 Assumed Elevation 09 250 KNOLLWOOD DR 930905.9 491843.73 J‐911 O‐05 Outfall ‐3 0 0 Assumed Elevation 03 921 HARBOR DR 930243.31 491799.97 J‐913 O‐15 Outfall ‐0.25 0 0 Assumed Elevation 06A NA 550 HARBOR DR 928510.52 494251.88 J‐919 O‐13 Outfall 1.52 0 0 Assumed Elevation 06A SUB‐12052 18 HARBOR POINT 927943.38 493623.3 J‐920 O‐03 Outfall 2.6 ‐3.61 6.21 Design Elevation 09 90 KNOLLWOOD DR 931905.49 492008.54 J‐857 PS 2 Pump Station 3.11 0 0 Assumed Elevation 10 390 ATLANTIC RD 932963.39 495267.27 J‐885 PS 1 Pump Station 2.08 0 0 Assumed Elevation 09A SUB‐12380 251 CRANDON BLVD 933312.4 497170.88 J‐507 Tie 3 0 0 Assumed Elevation 11 SUB‐12408 303 GALEN DR 932769.95 494264.07 J‐510 Tie 2.48 0 0 Assumed Elevation 11 SUB‐12418 303 GALEN DR 933011.24 494265.84 J‐511 Tie 2.47 0 0 Assumed Elevation 11 SUB‐12418 303 GALEN DR 932944.32 494265.84 J‐513 Tie 2.13 0 0 Assumed Elevation 11 SUB‐12014 155 SUNRISE DR 932202.24 494258.79 J‐517 Tie 3 0 0 Assumed Elevation 11 SUB‐12408 285 SUNRISE DR 932529.25 494262.31 J‐521 Tie 2.59 0 0 Assumed Elevation 11 SUB‐12398 155 SUNRISE DR 931856.65 494257.03 J‐530 a‐10 Weir 2 ‐3.56 5.56 Assumed Elevation 09A SUB‐12374 100 OCEAN LN DR 932710.08 497205.05 J‐574 1‐10 Weir 2.99 ‐4.06 7.05 Design Elevation 01 SUB‐12088 730 N MASHTA DR 927651.79 492724.45 J‐593 1‐26 Weir 2.89 ‐6.06 8.95 Design Elevation 01 SUB‐12162 640 N MASHTA DR 928173.69 492283.59 J‐674 3‐56 Weir 2.34 ‐3.56 5.9 Design Elevation 03 SUB‐12100 441 ISLAND DR 929365.68 492246.24 J‐695 5‐2 Weir 3.19 ‐3.56 6.75 Design Elevation 05 NA 161 CAPE FLORIDA DR 931632.34 491465.68 VKB_StructureInventory_04142011 Page 16 of 16 Printed: 5/2/2011 STORMWATER MASTER PLAN UPDATE Appendix G June 2011 APPENDIX G Drainage Well Performance Test Results WE L DRILLING •r Wei1 Drillinr , a Division of A.C. Schuttes of Florida, Inc. 11451 SE 9tt, Court Hialeah, Flo6da 33010 Dade: 3051576-7363 L , oward: 954/523.6069 Fa', 305/973-8711 Village of Key Biscayne — Armando Nunez C3TS-5ean Compel Re: Key Biscayne Well Redevelopments & Testing Gentlemen: To date twenty-seven ( 27 )wells have been cleaned out, redeveloped and tested. Original depth on all wells except Ocean Lane #3 (W) has been restored. Though unable to restore the complete original open hole interval in this well, its capacity is excellent. Only two (2) wells have capacities below the target 800gpm/ft of available head, 3-A and 3-B. Their original borehole depth was restored and there is an underlying sand layer below, which would prevent an attempt at drilling additional open hole. The table below summarizes specific capacity (gpm/ft of drawdown) data. Well Drawdown @ 400gpm Specific capacity @ 400 gpm E Heather Dr. #1 (w) .23' 1,740 E Heather Dr. #2 (e) .146' 2,740 Ocean Ln. Dr. #3(w) .23' 1,740 Ocean Ln. Dr. #4(e) .042' 9,500 Basins 1-8 3-A .813' 490 3-B 1.02' 390 3-C .13' 3,070 3-D .38' 1,050 4-11 .46' 870 5-15 .25' 1,600 6-A .042' 9,500 6-B .354' 1,130 6-C .21' 1,900 6-D .063' 6,350 7-A .19' 2,100 7-B .33' 1,210 7-C .313' 1,270 7-D .19' 2,100 8-A .21' 1,900 8-B .313' 1,270 8-C .042' 9,500 Westwood Dr. 5-20 .313' 1,270 Fire Rescue 1 (w) .063' 6,350 Fire Rescue 2 (e) .167' 2,390 Police/Admin 1 (w) .354' 1,130 2 (e) .104' 3,840 Harbor Dr .125' 3,200 If future storms indicate that the well 3-A and well 3-B systems provide inadequate drainage, the wells could be modified by driving 18" casing through these existing wells below the underlying sand layer into a deeper rock strata. Open hole would then be drilled below and the annulus between the 18" casing and 24" casing and borehole grouted. William J. cCluskey STORMWATER MASTER PLAN UPDATE Appendix H June 2011 APPENDIX H Pump Station Details INLET PIPE ALT. LOCATION GREASE AND OIL SEPARATOR INLET PPE 24" OR 36" DIAMETER TOP SLAB EL. EMERGENCY OVERFLOW EL WEIR DESIGN HIGH WATER = (+) 2.00 FROM DRAINAGE SYSTEM INVERT EL EMERGENCY OVERFLOW WITH WEIR PUMPS PLAN N.T.S. 5' MIN. SUBMERSIBLE PUMPS SECTION A -A f PUMPING STATION WITH GRAVITY WELLS AND GREASE & OIL SEPARATOR DRAINAGE WELL A DOUBLE HATCH COVER (TYP.) VARIES 6'-10' FINISHED GRADE CONDUIT TO WELL 3000 PSI REINFORCED CONCRETE PER DADE COUNTY STANDARDS 24" DRAINAGE WELL 2500 GPM CAPACITY. DEPTH OF STEEL CASING TO BE DETERMINED IN THE FIELD. DATE: 8/4/93 DRAWN: TMAF CHECKED: LMB DATE: REVISION BY WILLIAMS, HATFIELD & STONER. INC. CONSULTING ENGINEERS • PLANNERS • SURVEYORS VILLAGE OF KEY BISCAYNE STORMWATER MASTER PLAN DRAINAGE DETAILS PROJECT No: -225.00 EXHIBIT: 5.i PAGE: FILE NAME: PUMP_STA.DWG STORMWATER MASTER PLAN UPDATE Appendix I June 2011 APPENDIX I US Army Corps of Engineer – CorpsCON Datum Conversion STORMWATER MASTER PLAN UPDATE Appendix J June 2011 APPENDIX J SFWMD Hyetographs Belle Meade Area Stormwater Management Master Plan pa rs ons APPENDIX D - 1 APPENDIX D HYDROLOGIC/HYDRAULIC DESIGN STORM EVENTS & WATER QUALITY PLOTS Belle Meade Area Stormwater Management Master Plan pa rs ons APPENDIX D - 2 Rainfall Hyetographs for the 5-Year 24-Hour Design Storm Rainfall Hyetographs for the 10-Year 72-Hour Design Storm Belle Meade Area Stormwater Management Master Plan pa rs ons APPENDIX D - 3 Rainfall Hyetographs for the 25-Year 72-Hour Design Storm Rainfall Hyetographs for the 100-Year 72-Hour Design Storm STORMWATER MASTER PLAN UPDATE Appendix K June 2011 APPENDIX K Opinion of Probable Cost VILLAGE OF KEY BISCAYNE STORM WATER MASTER PLAN ENGINEERS OPINION OF PROBABLE COST Item Quantity Unit Unit Cost Total Mobilization / Demobilization 1 LS 110,000.00$ 110,000.00$ General Requirements 1 LS 23,000.00$ 23,000.00$ 8" Tidal Gate 1 EA 1,500.00$ 1,500.00$ 12" Tidal Gate 4 EA 1,800.00$ 7,200.00$ 15" Tidal Gate 3 EA 3,500.00$ 10,500.00$ 18" Tidal Gate 3 EA 5,000.00$ 15,000.00$ 24" Tidal Gate 2 EA 6,000.00$ 12,000.00$ 30" Tidal Gate 1 EA 10,000.00$ 10,000.00$ 36" Tidal Gate 4 EA 15,000.00$ 60,000.00$ 48" Tidal Gate 3 EA 25,000.00$ 75,000.00$ Subtotal 324,200$ Contractor's O&P (20%) 64,840$ Contingencies (20%) 64,840$ Sub-total 129,680$ Construction Total 453,880$ Engineering Design and Permitting (15%)68,082$ Surveying and Geotechnical (10%)45,388$ Construction Admin (10%) 45,388$ Engineering Subtotal 158,858$ TOTAL 612,738$ ALTERNATIVE 2 -FLAP GATES VILLAGE OF KEY BISCAYNE STORM WATER MASTER PLAN ENGINEERS OPINION OF PROBABLE COST Item Quantity Unit Unit Cost Total Mobilization / Demobilization 1 LS 21,000.00$ 21,000.00$ General Requirements 1 LS 9,000.00$ 9,000.00$ Maintenance of Traffic 1 LS 24,000.00$ 24,000.00$ Asphalt Removal/Replacement 165 SY 45.00$ 7,425.00$ Drainage Well 3 EA 30,000.00$ 90,000.00$ Drainage Well Box Structure 3 EA 80,000.00$ 240,000.00$ Site Restoration 3 EA 18,000.00$ 54,000.00$ Subtotal 445,425$ Contractor's O&P (20%) 89,085$ Contingencies (20%) 89,085$ Sub-total 178,170$ Construction Total 623,595$ Engineering Design and Permitting (15%)93,539$ Surveying and Geotechnical (5%)31,180$ Construction Admin (10%) 62,360$ Engineering Subtotal 187,079$ TOTAL 810,674$ PROBLEM AREA #1-DRAINAGE WELLS EAST DR VILLAGE OF KEY BISCAYNE STORM WATER MASTER PLAN ENGINEERS OPINION OF PROBABLE COST Item Quantity Unit Unit Cost Total Mobilization / Demobilization 1 LS 21,000.00$ 21,000.00$ General Requirements 1 LS 9,000.00$ 9,000.00$ Maintenance of Traffic 1 LS 10,000.00$ 10,000.00$ Asphalt Removal/Replacement 55 SY 45.00$ 2,475.00$ Drainage Well 1 EA 30,000.00$ 30,000.00$ Drainage Well Box Structure 1 EA 80,000.00$ 80,000.00$ Site Restoration 1 EA 18,000.00$ 18,000.00$ Subtotal 170,475$ Contractor's O&P (20%) 34,095$ Contingencies (20%) 34,095$ Sub-total 68,190$ Construction Total 238,665$ Engineering Design and Permitting (15%)35,800$ Surveying and Geotechnical (5%)11,933$ Construction Admin (10%) 23,867$ Engineering Subtotal 71,600$ TOTAL 310,265$ PROBLEM AREA #2 - DRAINAGE WELLS FERNWOOD RD VILLAGE OF KEY BISCAYNE STORM WATER MASTER PLAN ENGINEERS OPINION OF PROBABLE COST Item Quantity Unit Unit Cost Total Mobilization / Demobilization 1 LS 21,000.00$ 21,000.00$ General Requirements 1 LS 9,000.00$ 9,000.00$ Maintenance of Traffic 1 LS 10,000.00$ 10,000.00$ Asphalt Removal/Replacement 55 SY 45.00$ 2,475.00$ Drainage Well 1 EA 30,000.00$ 30,000.00$ Drainage Well Box Structure 1 EA 80,000.00$ 80,000.00$ Site Restoration 1 EA 18,000.00$ 18,000.00$ Subtotal 170,475$ Contractor's O&P (20%) 34,095$ Contingencies (20%) 34,095$ Sub-total 68,190$ Construction Total 238,665$ Engineering Design and Permitting (15%)35,800$ Surveying and Geotechnical (5%)11,933$ Construction Admin (10%) 23,867$ Engineering Subtotal 71,600$ TOTAL 310,265$ PROBLEM AREA #3 - DRAINAGE WELLS HAMPTON RD STORMWATER MASTER PLAN UPDATE Appendix L June 2011 APPENDIX L VKB Storm Water Rate Study Prepared by: Village of Key Biscayne FY 2011 Stormwater Rate Study Final Report March 24, 2011 BURTON & ASSOCIATES 200 Business Park Circle, Suite 101 • St. Augustine, Florida 32095 • Phone (904) 247-0787 • Fax (904) 241-7708 E-mail: aburnham@burtonandassociates.com March 24, 2011 Genaro "Chip" Iglesias Village Manager Village of Key Biscayne 88 W. McIntyre Street Key Biscayne, FL 33149 Re: FY 2011 Stormwater Rate Study – Final Report Dear Mr. Iglesias: Burton & Associates is pleased to present this Final Report of the FY 2011 Stormwater Rate Study that we have performed for the Village’s Stormwater Enterprise Fund. We appreciate the fine assistance provided by you and all of the members of Village staff who participated in the analysis. If you have any questions, please do not hesitate to call me at (904) 247-0787. Sincerely, Andrew J. Burnham Senior Vice President Enclosure FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY TABLE OF CONTENTS BURTON & ASSOCIATES i Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt TABLE OF CONTENTS SECTION 1. INTRODUCTION ........................................................................................................... 1 1.1 BACKGROUND ................................................................................................................................... 1 1.2 OBJECTIVE AND SCOPE ..................................................................................................................... 1 SECTION 2. FINANCIAL MANAGEMENT PLAN .......................................................................... 2 2.1 BASE DATA ....................................................................................................................................... 2 2.2 ASSUMPTIONS ................................................................................................................................... 2 2.2.1 Growth .................................................................................................................................... 3 2.2.2 Interest Earnings on Invested Funds ...................................................................................... 3 2.2.3 Projected Operating Expenditures ......................................................................................... 3 2.2.4 Capital Projects Funding ....................................................................................................... 3 2.2.5 Future Borrowing Assumptions .............................................................................................. 3 2.2.6 Debt Service and Coverage .................................................................................................... 4 2.2.7 Minimum Balance in Unrestricted Reserves ........................................................................... 4 2.3 KEY ISSUES ....................................................................................................................................... 4 2.3.1 Series 1999 Bonds and Potential Refinancing ........................................................................ 4 2.3.2 Account Billing Audit/Verification.......................................................................................... 5 2.4 RESULTS ........................................................................................................................................... 7 2.5 FY 2011 RATE SURVEY .................................................................................................................... 8 SECTION 3. CONCLUSIONS & RECOMMENDATIONS .............................................................. 9 3.1 CONCLUSIONS ................................................................................................................................... 9 3.2 RECOMMENDATIONS ......................................................................................................................... 9 APPENDIX A – SUPPORTING SCHEDULES .......................................................................................10 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY INTRODUCTION BURTON & ASSOCIATES 1 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt SECTION 1. INTRODUCTION Burton & Associates has conducted a rate study (Study) for the Village of Key Biscayne Stormwater Enterprise Fund (Utility). The following sections of this report describe in detail the assumptions, procedures, results, and the conclusions and recommendations of the Study. 1.1 BACKGROUND The Utility was created in 1993 with the purpose of ensuring the collection and disposal of stormwater within the Village of Key Biscayne (Village) in order to protect the health, safety, and welfare of its citizens. As part of the creation of the Utility, the Village adopted stormwater user fees that were intended to provide sufficient revenues for planning, constructing, operating, and maintaining its stormwater system. The fees adopted in 1993 have not been adjusted since their implementation despite significant increases to the cost of providing stormwater service. As such, the Village contracted with Burton & Associates to perform a comprehensive rate study as part of the financial management of the Utility to ensure that the stormwater user fees would provide adequate revenues to meet the cost of providing stormwater service in the community. 1.2 OBJECTIVE AND SCOPE The primary objective of the Study was to develop a multi-year financial management plan that will: (1) satisfy operating, debt service, and capital cost requirements; (2) establish and maintain adequate operating reserves; and (3) minimize rate impacts to the greatest extent possible. In addition, the Study also includes a comparative survey of residential stormwater rates in neighboring communities. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 2 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt SECTION 2. FINANCIAL MANAGEMENT PLAN Burton & Associates developed a financial management plan for the Utility that identifies the level of annual revenue (and stormwater fee adjustments) required over a near-term planning period (FY 2011 – FY 2015) and long-term projection period (FY 2011 – FY 2020) to meet all of the Utility’s operating and capital requirements. The following sub- sections present a description of the base data, assumptions, key issues, and results of the financial management plan, while the final section of this report presents the conclusions and recommendations of the supporting analysis presented herein. 2.1 BASE DATA The financial management plan for the Utility was developed using the most current historical and projected information available. The following data for the Utility were relied upon in the conduct of the Study: Comprehensive Annual Financial Report: Fiscal Year Ended September 30, 2009 FY 2009 & FY 2010 stormwater billings by account for the Utility per the Miami- Dade Water and Sewer Department (MDWASD) FY 2010 Budget for revenue and expenditures FY 2010 year-to-date actual revenue and expenditure data through 7/31/10 FY 2011 Budget for revenue and expenditures Additional future operating and capital improvement requirements as identified by Village staff outside of the current FY 2011 Budget. 2.2 ASSUMPTIONS We communicated with Village staff regarding the following assumptions, base data, and parameters used in the development of the financial management plan presented herein: FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 3 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt 2.2.1 Growth The only customer growth assumed in the analysis was the re-development of the Sonesta property with an assumed 165 multi-family dwelling units in FY 2015. No additional customer growth was assumed in any other year of the analysis. 2.2.2 Interest Earnings on Invested Funds Interest earnings on invested funds, or interest income, was calculated annually based upon projected average fund balances and assumed annual interest rates of 0.50% in FY 2010, escalating by 0.25% each year through FY 2016 and held at 2.00% annually each year thereafter. 2.2.3 Projected Operating Expenditures Annual expenditures projections are based upon the FY 2011 Budget adjusted based upon the cost escalation factors for the various types of operating and maintenance expenses were discussed with and reviewed by Village staff. The specific escalation factors assumed for all categories of expenses are presented on Schedule 1 of Appendix A. In addition, Village staff has identified additional annual system cleaning, maintenance, and other operating requirements above FY 2011 levels that are necessary to maintain the current level of service in the Village. The full annual operating expenditure requirements in each year of the analysis are presented on Schedule 5 of Appendix A. 2.2.4 Capital Projects Funding The capital improvement program, through FY 2020, was provided by Village staff. In total, the cost of the capital improvement program from FY 2010 – FY 2020 is $1,886,400. A detailed list of the specific projects and costs by year can be seen on Schedule 3 of Appendix A. 2.2.5 Future Borrowing Assumptions To the extent new debt was required in any year of the projection period, it was assumed to carry the following terms: Term: 20 Years Interest Rate: 4.25% in each year of the projection period FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 4 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Cost of Issuance: 2.00% of Par Debt Service Reserve: Equal to 1 year of annual debt service expense Payment Schedule: Interest-only in first year of issuance 2.2.6 Debt Service and Coverage To the extent that stormwater fees are insufficient to pay the debt service on the Series 1999 Bonds in a fiscal year, the Village has covenanted to appropriate in its annual budget Non-Ad Valorem revenues lawfully available sufficient to pay the principal and interest due. As such, and given the Village Council’s stated goal to establish a self- sufficient Utility, the financial management plan provides adequate annual net income (gross revenues minus operating expenses) to pay the annual debt service expense on the Series 1999 Bonds (and any future additional debt to the extent required). 2.2.7 Minimum Balance in Unrestricted Reserves The financial management plan for the Utility reflects a target minimum balance of unrestricted operating reserves equal to 3-months of operating and maintenance expenses in each year of the projection period. 2.3 KEY ISSUES 2.3.1 Series 1999 Bonds and Potential Refinancing Soon after establishing the Utility, the Village embarked upon significant stormwater capital improvements (totally $7.2 million) that were ultimately funded from the proceeds of a bond issue (Series 1999 Bonds). Initially, Ordinance 95-3 1) authorized the issuance of Revenue Bond Anticipation Notes Series 1995 (ultimately refinanced by the Series 1999 Bonds) for the funding of the improvements in Basins 1 – 8 intended to address flooding problems, and 2) identified the express commitment of the Village Council to pay the financing cost of the improvements from the proceeds of stormwater utility fees. Later, Ordinance 98-9 1) authorized the issuance of the Series 1999 Bonds, and 2) reiterated the Council’s desire that the bonds be secured primarily by revenues from stormwater utility fees and secondarily by a covenant to budget and appropriate from legally available Non-Ad Valorem revenues of the Village. However, upon issuing the FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 5 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Series 1999 Bonds, no adjustments were made to the stormwater utility fees to fully cover the annual debt service expense of the Series 1999 Bonds (initially $209,000, steadily increasing to the current scheduled payment amount of $588,000). As a result, a substantial portion of the debt service responsibility has been covered to date by the use of legally available Non-Ad Valorem revenues. During the conduct of the Study, Village staff worked with the Village’s Financial Advisor to evaluate the refinancing of the Series 1999 Bonds in order to take advantage of current low interest rates and extend the repayment schedule by 10 to 20 years1. From such an analysis it was concluded that the interest rate reduction anticipated from refinancing would offset the additional interest payments associated with the extension of the repayment schedule resulting in a present value savings to the Village. In addition, the refinancing would significantly lower the annual debt service expense to the Utility from almost $600,000 per year to about $300,000 per year. However, as extending the term of the debt would increase the total cost of the improvements and burden future generations with those additional costs, the Village Council has elected not to refinance the Series 1999 Bonds. As such, the analysis presented herein does not reflect a refinancing of the Series 1999 Bonds during the forecast period. 2.3.2 Account Billing Audit/Verification As part of the Study, we requested and received two separate files from the MDWASD identifying all properties in the Village that are and are not presently being billed stormwater charges. We cross-referenced the folio id numbers of the unbilled properties with the Miami-Dade County Property Appraiser’s database of properties for the Village to understand the types of properties not presently being billed stormwater charges and to assist staff in evaluating the potential additional revenue that would be realized if they were billed stormwater charges. 1 The final payment for the Series 1999 Bonds is due in 2019; the final payment under the refinancing alternatives evaluated would be due in 2029 or 2039. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 6 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Village staff then conducted a detailed investigation of all Village properties to confirm the properties that have not previously been billed the stormwater fee and should be added to the stormwater fee billing roll. During the course of this investigation, several properties were also identified that appear to have been overbilled for some years. Burton & Associates performed a peer review of the entire staff investigation to ensure that the process and results of the staff analysis were reasonable and identify adjustments that we felt were necessary to achieve that objective. Based upon our peer review of staff’s investigation, we believe that the methodology used was sound and we concur with the estimate of additional revenue that will be realized by adding these properties to the billing roll. The net annualized additional revenue based upon current stormwater rates is estimated to be approximately $65,000. Based upon our review of the potential over collection of revenue from the commercial parcels identified by staff, we believe that 1) the total amount of over collection over the past four (4) years determined by staff of approximately $42,000 is correct, and 2) that it is not possible to determine which specific parcels should be adjusted without significant additional investigation. This is because these are sub-parcels on one master parcel and some sub-parcels have no stormwater fee while others have a stormwater fee. This configuration indicates that some sub-parcels must be master metered utility accounts and their stormwater fee includes the fee for the other sub-parcels on their master meter. However, it is not possible to tell these specific relationships from stormwater billing data provided by MDWASD. Therefore, additional research, including possible field investigations, is required to determine which of these sub-parcels are being overcharged and how much of the total overcharge is for each sub-parcel. The net effect of the described under and over-billings is reflected in the analysis presented herein which reflects the full refunding of historical over-billings occurs before the end of FY 2011 and the Utility begins to charge unbilled properties (and correctly charge previously over-billed properties) on or before April 1, 2011. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 7 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt 2.4 RESULTS At the onset of the analysis, it was quickly determined that the current stormwater charges are not providing sufficient revenue to meet the Utility’s current cost requirements. In FY 2010, the Utility essentially exhausted its reserves and required approximately $200,000 from external sources to meet its cost requirements. The table below identifies the anticipated cash flow for FY 2011 prior to any rate increases or the impacts of billing adjustments to unbilled and/or overbilled accounts. Description FY 2011 Amount Stormwater Revenues $485,932 Less: O&M Expenses ($79,000) Less: Series 1999 Debt Service ($588,785) Less: Capital Improvement Requirements ($130,000) Net Surplus/(Shortfall) ($311,853) Moreover, in projecting the future cost requirements of the Utility, Village staff has identified additional annual system cleaning, maintenance, and capital expenditure requirements above FY 2011 levels that are necessary to maintain the current level of service in the Village. Using our financial forecasting model, we determined the plan of annual stormwater rate increases identified in the table below that would provide adequate revenue to meet the Utility’s operating and capital costs, debt service, and reserve requirements through FY 2020 assuming 1) the Series 1999 Bonds are not refinanced and 2) the Utility makes the aforementioned adjustments to its billing system for unbilled and overbilled accounts. Rate Adjustment Plan – Assumes Series 1999 Bonds & Billing System Adjustments Description Current FY 11 FY 12 FY 13 FY 14 FY 15 FY 16 FY 17 FY 18 FY 19 FY 20 Rate Increase N/A 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% -44.00% Effective Date N/A 4/1/11 10/1/11 10/1/12 10/1/13 10/1/14 10/1/15 10/1/16 10/1/17 10/1/18 10/1/19 MF Bill (per unit) $5.00 $8.90 $8.90 $8.90 $8.90 $8.90 $8.90 $8.90 $8.90 $8.90 $4.98 Single-Family Bill $7.50 $13.35 $13.35 $13.35 $13.35 $13.35 $13.35 $13.35 $13.35 $13.35 $7.48 As can be seen from the table above, the analysis indicates that there may be an opportunity to significantly reduce stormwater charges in FY 2020 after the Series 1999 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY FINANCIAL MANAGEMENT PLAN BURTON & ASSOCIATES 8 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Bonds have been repaid. However, it is important to note that this may be affected by a policy decision of the Council and additional unforeseen future cost requirements. Presently, the Utility’s cost requirements do not include 1) a full allocation of the Public Works Department expenses associated with time spent on the stormwater system, or 2) a transfer to the General Fund for services provided to the stormwater system for such things as purchasing, procurement, budgeting, human resources, legal services, etc., or 3) costs of future additional regulatory requirements. As such, in the future the Council may wish and/or be required to include those cost requirements within the Stormwater Enterprise Fund as opposed to providing a rate reduction. 2.5 FY 2011 RATE SURVEY Schedule 11 in Appendix A includes a survey of FY 2011 single-family residential monthly stormwater charges of other communities in the Village’s geographic area. In most communities, a single-family residence is defined as one equivalent residential unit (ERU) for stormwater fee structures as it is the most common property type. However, in the Village a multi-family dwelling unit is defined as one ERU, as 80% of the residential dwelling units in the Village are multi-family dwelling units. As such, we have included the Village’s current stormwater charges for single-family and multi-family dwelling units in the survey. As can be seen, the Village’s charges per dwelling unit for both residential categories are within the range of charges of other communities in the area. When reviewing these surveys it is important to note that there are several factors that influence the level of stormwater charges between communities. The level of service provided, topography (i.e. propensity to flooding due to elevation), and level of cost recovery desired by stormwater charges can vary significantly between communities. Given the Village’s high level of service, topography, and desired level of cost recovery, the Village’s charges are comparable to communities in its area and other communities we have worked with throughout the state with similar level of service and cost recovery objectives. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY CONCLUSIONS & RECOMMENDATIONS BURTON & ASSOCIATES 9 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt SECTION 3. CONCLUSIONS & RECOMMENDATIONS This section of the report presents the conclusions and recommendations of the Study. 3.1 CONCLUSIONS Based upon the analysis presented herein, we have reached the following conclusions and recommendations regarding the Village’s stormwater system: 1. The Utility’s current rates are insufficient to meet its current and projected costs. 2. Refinancing the Series 1999 Bonds could result in a significant reduction to the annual debt service requirements of the Utility and offset the impact of additional maintenance and capital expenditures during the projection period. 3. Based upon the Utility’s current rates and Village staff’s analysis, there is an estimated $65,000 of net additional annual revenue to the Utility if all properties within the Village are properly billed stormwater charges. 4. Given the level of service, topography, and desired level of cost recovery, the Village’s charges for stormwater are comparable to neighboring communities as well as other systems in the state that have consistent level of service and cost recovery objectives. 3.2 RECOMMENDATIONS 1. The Village should adopt a 78% increase for FY 11 effective April 1, 2011 to meet the operating, debt service, capital and reserve requirements of the Utility. It is important to note that if implementation of the increase is delayed as late as 6/1/2011, due to notice and billing system adjustments required by MDWASD, the primary consequence would be reduced reserves for the Utility. However, the resulting level of reserves would still be above the recommended minimum amount through FY 2017. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY APPENDIX A BURTON & ASSOCIATES 10 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Appendix A – Supporting Schedules Schedule 1 contains the assumptions of the financial management plan Schedule 2 identifies the end of FY 2009 fund balances that serve as the FY 2010 beginning balances of the analysis Schedule 3 provides a listing of the multi-year capital improvement program that was utilized in the development of the financial management plan Schedule 4 presents a detailed list of all projected cash inflows from FY 2010 - FY 2020 Schedule 5 presents a detailed list of all projected cash outflows from FY 2010 - FY 2020 Schedule 6 contains the FAMS-XL © Control Panel that presents a summary of the financial management plan, including annual fee increases, debt service coverage ratios, total capital spending levels, customer impacts, and fund balances Schedule 7 presents the projected annual net income, debt service coverage, and cash flow results Schedule 8 shows the projected funding sources for the capital improvement program Schedule 9 contains the calculation of projected annual long-term borrowing (if required) Schedule 10 presents a fund-level cash flow reconciliation, providing the beginning balance in each year, the amount utilized for project funding or payment of debt service, interest calculations, and the end of year fund balance Schedule 11 presents the results of the FY 2011 Residential Stormwater Fee Survey conducted for the Utility’s surrounding geographic area FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 1 - Assumptions APPENDIX A BURTON & ASSOCIATES 11 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Assumptions Schedule 1 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 Annual Growth: Single-Family Residential Customer Growth # of ERU's (1)1,295 1,295 1,295 1,295 1,295 1,295 1,295 1,295 1,295 1,295 1,295 Assumed Growth in ERU's 0 0 0 0 0 0 0 0 0 0 % Increase N/A 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Multi-Family Residential Customer Growth # of ERU's (1)5,242 5,242 5,242 5,242 5,242 5,407 5,407 5,407 5,407 5,407 5,407 Assumed Growth in ERU's 0 0 0 0 165 0 0 0 0 0 % Increase N/A 0.00% 0.00% 0.00% 0.00% 3.15% 0.00% 0.00% 0.00% 0.00% 0.00% Non-Residential Customer Growth # of ERU's (1)1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 1,011 Assumed Growth in ERU's 0 0 0 0 0 0 0 0 0 0 % Increase N/A 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Capital Spending: Annual Capital Budget $472,400 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 Annual Percent Executed 100% 100% 100% 100% 100% 100% 100%100% 100% 100% 100% Average Annual Interest Earnings Rate: Stormwater Enterprise Fund: 0.50% 0.75% 1.00% 1.25% 1.50% 1.75% 2.00% 2.00% 2.00% 2.00% 2.00% Effective Date of Rate Increases 10/1/2009 4/1/2011 10/1/2011 10/1/2012 10/1/2013 10/1/2014 10/1/2015 10/1/2016 10/1/2017 10/1/2018 10/1/2019 Operating Expenses Cost Escalation: Contractual Services N/A N/A 100.00% 1.50% 1.50% 1.50% 1.50% 1.50% 1.50% 1.50% 1.50% Administrative Expenses N/A N/A 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% Pump Station Wiers Cleaning/Maintenance (2) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Operating Budget Reserve: Target (Number of Months of Reserve) 3 3 3 3 3 3 3 3 3 3 3 Operating Budget Execution Percentage: Percent of Operating Budget Executed 90.0% 90.0% 90.0%90.0% 90.0% 90.0% 90.0% 90.0% 90.0% 90.0% 90.0% (1) ERUs as defined per Ordinance: Each Single-Fami ly Residence = 1.5 ERU's; Each Multi-Family Dwelling Unit = 1 ERU; Every 1,083 SQ. FT of Impervious Area for Non-Residential Customers = 1 ERU Burton & Associates 3/24/2011 (2) $140,000 expense occuring every 3 years starting in FY 2012. FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 2 – Beginning Balances APPENDIX A BURTON & ASSOCIATES 12 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne UUUUttttiiiilllliiiittttyyyy &&&& GGGGoooovvvveeeerrrrnnnnmmmmeeeennnnttttaaaallll EEEEccccoooonnnnoooommmmiiiiccccssss FFFFiiiinnnnaaaallll RRRReeeeppppoooorrrrtttt Beginning Balances as of Sept. 30, 2009 Schedule 2 Source: FY 2009 CAFR (page 16) FUND BALANCES 9/30/2009 Grant Proceeds -$ Renewal & Replacement -$ Revenue Fund 278,010$ Restricted Reserves -$ Total Consolidated Fund Balance 278,010$ CURRENT UNRESTRICTED ASSETS Cash and Cash Equivalents 109,608$ Investments -$ Accounts Receivable, net of allowance for uncollectibles 94,342$ Due from other funds 88,744$ Intergovernmental receivables -$ Revenue Bond Covenant Account (O&M Reserve)-$ TOTAL CURRENT UNRESTRICTED ASSETS 292,694$ Less: Accounts Payable and Accrued Expenses (14,684)$ Less: Notes Payable -$ Less: Revenue Bonds Payable (1)-$ Less: Accrued Interest Payable -$ UNRESTRICTED WORKING CAPITAL 278,010$ Plus/(Less): Investments/Cash Not Readily Available -$ Plus/(Less): Other Liabilities Not Reflected in FY 2010 Exp. -$ Plus/(Less): Separate Capital Fund Balances -$ NET UNRESTRICTED WORKING CAPITAL AVAILABLE 278,010$ RESTRICTED ASSETS Restricted Cash and Cash Equivalents: Customer Deposits -$ Restricted Investments: Debt Service Reserve Account -$ Unamortized Bond Issuance Costs -$ Investments/Cash Not Readily Available -$ TOTAL RESTRICTED ASSETS -$ Less: Liability Against Restricted Assets -$ Less: Funda Available for Debt Service -$ Less: Restricted Assets Available for Capital -$ Less: Customer Deposits -$ NET RESTRICTED BALANCE -$ Burton & Associates 3/24/2011 (1) Not Included as Amount of $385,000 is the Princ ipal Portion of Debt Service Paid/Budgeted in FY 10 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 3 – Capital Improvement Plan APPENDIX A BURTON & ASSOCIATES 13 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final Final Final Final ReportReportReportReport Schedule 3 Project Description FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 Unspecified Stormwater Projects -$ - - 30,000 30,000 30,000 30,000 30,000 30,000 30,000 30,000 Master Plan Update -$ 130,000 - - - - - - - - - Ocean Lane Pump Station Upgrade 192,500$ - - - - - - - - - - Stormwater Well Upgrade 279,900$ - - - - - - - - - - Pump Station Replacement -$ - - - 50,000 50,000 100,000 100,000 100,000 100,000 100,000 Catch Basin Replacement -$ - 16,000 16,000 16,000 16,000 16,000 16,000 16,000 16,000 16,000 3 Additional Wells -$ - 100,000 100,000 100,000 - - - - - - Total CIP Budget 472,400$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 Annual CIP Execution Percentage 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Final CIP Funding Level 472,400$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 Burton & Associates 3/24/2011 Capital Improvement Program FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 4 – Projection of Cash Inflows APPENDIX A BURTON & ASSOCIATES 14 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final Final Final Final ReportReportReportReport Schedule 4 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 1 Rate Revenue Growth Assumptions 2 Growth in Single-Family ERUs N/A 0.00% 0.00% 0.00% 0.00%0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3 Growth in Multi-Family ERUs N/A 0.00% 0.00% 0.00% 0.00% 3.15% 0.00% 0.00% 0.00% 0.00% 0.00% 4 Growth in Non-Residential ERUs N/A 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 5 Assumed Rate Revenue Increases N/A 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% -44.00% 6 Monthly Stormwater Rate Revenue (1) 7 Single-Family Revenue 112,007$ 183,079 269,161 269,161 269,161 269,161 269,161 269,161 269,161 269,161 150,730 8 Multi-Family Revenue 313,826$ 441,099 570,242 570,242 570,242 588,192 588,192 588,192 588,192 588,192 329,388 9 Non-Residential Revenue 60,098$ 97,236 141,869 141,869 141,869 141,869 141,869 141,869 141,869 141,869 79,446 10 Total Stormwater Revenue 485,932$ 721,414 981,272 981,272 981,272 999,222 999,222 999,222 999,222 999,222 559,564 11 Other Sources of Funds 12 Transfer From Sewer to Stormwater Fund -$ 300,000 - - - - - - - - - 13 Transfer From General Fund/Other Sources 200,000$ - - - - - - - - - - 14 Total Other Sources of Funds 200,000$ 300,000 - - - - - - - - - 15 Interest Earnings 16 Interest Earned on Unrestricted Funds 717$ 778 1,744 2,127 2,747 2,786 3,192 3,792 2,919 1,836 3,704 17 Interest Earned on Restricted Funds (Debt Service Reserves) -$ - - - - - - - - - - 18 Total Interest Earnings 717$ 778 1,744 2,127 2,747 2,786 3,192 3,792 2,919 1,836 3,704 19 Total Revenue 686,649$ 1,022,192 983,016 983,399 984,018 1,002,007 1,002,414 1,003,014 1,002,141 1,001,058 563,268 3/24/2011 Projection of Cash Inflows Burton & Associates (1) Revenue is net of WASD billing charge of $0.87 / bill & reflects estimated additional revenue of $65,000 resulting from stormwater account audit/veri fication FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 5 – Cash Outflows APPENDIX A BURTON & ASSOCIATES 15 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final Final Final Final ReportReportReportReport Schedule 5 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 1 Operating Expenses 2 Contractual Services 75,000$ 75,000 150,000 152,250 154,534 156,852 159,205 161,593 164,016 166,477 168,974 3 Administrative Expenses 4,000$ 4,000 10,000 10,300 10,609 10,927 11,255 11,593 11,941 12,299 12,668 4 CRS Coordination Cost Contribution -$ - 20,000 20,600 21,218 21,855 22,510 23,185 23,881 24,597 25,335 5 Pump Station Wiers Cleaning/Maintenance -$ - 140,000 - - 140,000 - - 140,000 - - 6 Public Works Cost Allocation -$ - 40,000 41,600 43,264 44,995 46,794 48,666 50,613 52,637 54,743 7 O&M Expenses 79,000$ 79,000 360,000 224,750 229,625 374,628 239,764 245,037 390,451 256,010 261,720 8 Operating Expense Execution Percentage 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 9 Total O&M Expenses 71,100$ 71,100 324,000 202,275 206,662 337,165 215,788 220,533 351,406 230,409 235,548 10 Transfers 11 Cash Refund of Prior Overbillings -$ 42,000 - - - - - - - - - 12 Capital Improvements Transfer 300,256$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 13 Total Transfers 300,256$ 172,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 14 Debt Service Expenses 15 Series 1999 Bonds Debt Service 584,686$ 588,785 592,059 594,506 596,128 601,923 606,686 610,417 618,115 619,574 - 16 Cumulative New Debt Service - Future Revenue Bonds -$ - - - - - - - - - - 17 Interest On Interim Financing -$ - - - - - - - - - - 18 Total Debt Service Payments 584,686$ 588,785 592,059 594,506 596,128 601,923 606,686 610,417 618,115 619,574 - 19 TOTAL OPERATING EXPENDITURES 956,042$ 831,885 1,032,059 942,781 998,790 1,035,088 968,474 976,950 1,115,520 995,983 381,548 3/24/2011 Projection of Cash Outflows Burton & Associates FY 2011 STORMWATER FY 2011 STORMWATER FY 2011 STORMWATER FY 2011 STORMWATER RATE STUDYRATE STUDYRATE STUDYRATE STUDY Schedule 6 – FAMS-XL © Control Panel APPENDIX A BURTON & ASSOCIATES 16 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final Final Final Final ReportReportReportReport FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 7 – Pro Forma APPENDIX A BURTON & ASSOCIATES 17 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Forecast of Net Revenues and Debt Service Coverage Schedule 7 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 1 Stormwater Rate Revenue 2 Single-Family Residential 3 Base Rate Revenue 112,007$ 112,007 183,079 269,161 269,161 269,161 269,161 269,161 269,161 269,161 269,161 4 Additional Revenue From Partial PY Rate Increase -$ - 51,188 - - - - - - - - 5 Additional Rate Revenue From Growth -$ - - - - - - - - - - 6 Other Adjustments (Net Impact of Billing Audit/Verification) -$ 19,603 34,894 - - - - - - - - 7 Revenue Subtotal 112,007$ 131,611 269,161 269,161 269,161 269,161 269,161 269,161 269,161 269,161 269,161 8 Proposed Rate Increase 0.00% 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00%-44.00% 9 Additional Rate Revenue From Rate Increase -$ 51,469 - - - - - - - - (118,431) 10 Total Single-Family Residential Revenue 112,007$ 183,079 269,161 269,161 269,161 269,161 269,161 269,161 269,161 269,161 150,730 11 Multi-Family Residential 12 Base Rate Revenue 313,826$ 313,826 441,099 570,242 570,242 570,242 588,192 588,192 588,192 588,192 588,192 13 Additional Revenue From Partial PY Rate Increase -$ - 123,328 - - - - - - - - 14 Additional Rate Revenue From Growth -$ - - - - 17,950 - - - - - 15 Other Adjustments (Net Impact of Billing Audit/Verification) -$ 3,267 5,816 - - - - - - - - 16 Revenue Subtotal 313,826$ 317,094 570,242 570,242 570,242 588,192 588,192 588,192 588,192 588,192 588,192 17 Proposed Rate Increase 0.00% 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00%-44.00% 18 Additional Rate Revenue From Rate Increase -$ 124,005 - - - - - - - - (258,805) 19 Total Multi-Family Residential Revenue 313,826$ 441,099 570,242 570,242 570,242 588,192 588,192 588,192 588,192 588,192 329,388 20 Non-Residential 21 Base Rate Revenue 60,098$ 60,098 97,236 141,869 141,869 141,869 141,869 141,869 141,869 141,869 141,869 22 Additional Revenue From Partial PY Rate Increase -$ - 27,186 - - - - - - - - 23 Additional Rate Revenue From Growth -$ - - - - - - - - - - 24 Other Adjustments (Net Impact of Billing Audit/Verification) -$ 9,802 17,447 - - - - - - - - 25 Revenue Subtotal 60,098$ 69,900 141,869 141,869 141,869 141,869 141,869 141,869 141,869 141,869 141,869 26 Proposed Rate Increase 0.00% 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00%-44.00% 27 Additional Rate Revenue From Rate Increase -$ 27,336 - - - - - - - - (62,422) 28 Total Non-Residential Revenue 60,098$ 97,236 141,869 141,869 141,869 141,869 141,869 141,869 141,869 141,869 79,446 29 Single-Family, Multi-Family & Non-Residential Revenue 30 Base Rate Revenue 485,932$ 485,932 721,414 981,272 981,272 981,272 999,222 999,222 999,222 999,222 999,222 31 Additional Revenue From Partial PY Rate Increase -$ - 201,701 - - - - - - - - 32 Additional Rate Revenue From Growth -$ - - - - 17,950 - - - - - 33 Other Adjustments (Net Impact of Billing Audit/Verification) -$ 32,672 58,156 - - - - - - - - 34 Revenue Subtotal 485,932$ 518,604 981,272 981,272 981,272 999,222 999,222 999,222 999,222 999,222 999,222 35 Proposed Rate Increase 0.00% 78.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00%-44.00% 36 Additional Rate Revenue From Rate Increase -$ 202,810 - - - - - - - - (439,658) 37 Total Stormwater Rate Revenue 485,932$ 721,414 981,272 981,272 981,272 999,222 999,222 999,222 999,222 999,222 559,564 38 Less: Operating Expenses (71,100)$ (71,100) (324,000) (202,275) (206,662) (337,165) (215,788) (220,533) (351,406) (230,409) (235,548) 39 Equals: Net Operating Income 414,832$ 650,314 657,272 778,997 774,609 662,056 783,434 778,688 647,816 768,812 324,016 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 7 – Pro Forma APPENDIX A BURTON & ASSOCIATES 18 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Forecast of Net Revenues and Debt Service Coverage Schedule 7 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 40 Plus: Non-Operating Income/(Expense) 41 Interest Earned On Fund Balances 717$ 778 1,744 2,127 2,747 2,786 3,192 3,792 2,919 1,836 3,704 42 Transfer In - General Fund 200,000$ - - - - - - - - - - 43 Transfer In - Sewer Fund -$ 300,000 - - - - - - - - - 44 Equals: Net Income Available For Debt Service 615,549$ 951,092 659,016 781,124 777,356 664,842 786,626 782,481 650,735 770,649 327,720 45 Debt Service Coverage Test 46 Existing Debt Service 584,686$ 588,785 592,059 594,506 596,128 601,923 606,686 610,417 618,115 619,574 - 47 Cumulative New Debt Service -$ - - - - - - - - - - 48 Total Conventional Debt Service Min. Ratio 584,686$ 588,785 592,059 594,506 596,128 601,923 606,686 610,417 618,115 619,574 - 49 Calculated Debt Service Coverage 1.00 1.05 1.62 1.11 1.31 1.30 1.10 1.30 1.28 1.05 1.24 N/A 50 Cash Flow Test 51 Net Income Available For Debt Service 615,549$ 951,092 659,016 781,124 777,356 664,842 786,626 782,481 650,735 770,649 327,720 52 Less: Refunding of Prior Overbillings -$ (42,000) - - - - - - - - - 53 Less: Debt Service Expenses (584,686)$ (588,785) (592,059) (594,506) (596,128) (601,923) (606,686) (610,417) (618,115) (619,574) - 54 Less: Capital Improvement/R&R Transfer (300,256)$ (130,000) (116,000) (146,000) (196,000) (96,000) (146,000) (146,000) (146,000) (146,000) (146,000) 55 Net Cash Flow (269,393)$ 190,307 (49,043) 40,618 (14,772) (33,081) 33,940 26,064 (113,379) 5,075 181,720 56 Unrestricted Working Capital Reserve Fund 57 Balance At Beginning Of Fiscal Year 278,010$ 8,617 198,924 149,881 190,499 175,728 142,647 176,587 202,651 89,272 94,347 58 Cash Flow Surplus/(Deficit)(269,393)$ 190,307 (49,043) 40,618 (14,772) (33,081) 33,940 26,064 (113,379) 5,075 181,720 59 Balance At End Of Fiscal Year 8,617$ 198,924 149,881 190,499 175,728 142,647 176,587 202,651 89,272 94,347 276,068 60 Minimum Working Capital Reserve Target 3 Mo. O&M 17,775$ 17,775 81,000 50,569 51,666 84,291 53,947 55,133 87,851 57,602 58,887 61 Excess/(Deficiency) of Fund Balance (9,158)$ 181,149 68,881 139,931 124,062 58,356 122,640 147,518 1,421 36,745 217,181 Burton & Associates 3/24/2011 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 8 – Capital Projects Funding Sources APPENDIX A BURTON & ASSOCIATES 19 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Capital Project Funding Summary Schedule 8 FINAL CAPITAL PROJECTS FUNDING SOURCES FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 GRANT PROCEEDS 172,144$ - - - - - - - - - - RENEWAL & REPLACEMENT 300,256$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 REVENUE FUND -$ - - - - - - - - - - DEBT PROCEEDS -$ - - - - - - - - - - TOTAL PROJECTS PAID 472,400$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 TOTAL CIP INPUT 472,400$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 VARIANCE -$ - - - - - - - - - - Burton & Associates 3/24/2011 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 9 – Projection of Long-Term Borrowing APPENDIX A BURTON & ASSOCIATES 20 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Schedule 9 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 Term (Years)20 20 20 20 20 20 20 20 20 20 20 Interest Rate 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% 4.25% Sources of Funds Par Amount $0 - - - - - - - - - - Uses of Funds Proceeds $0 - - - - - - - - - - Cost of Issuance 2.00% of Par $0 - - - - - - - - - - Underwriter's Discount $0.00 per $1,000 $0 - - - - - - - - - - Bond Insurance 0 times total Debt Service $0 - - - - - - - - - - Capitalized Interest 0 Years Interest $0 - - - - - - - - - - Debt Service Surety 0% of Debt Service $0 - - - - - - - - - - Debt Service Reserve 1 Years of Debt Service $0 - - - - - - - - - - Other Costs $0 - - - - - - - - - - Total Uses $0 - - - - - - - - - - 1 Year Interest $0 - - - - - - - - - - Annual Debt Service $0 - - - - - - - - - - Total Debt Service $0 - - - - - - - - - - Interim Financing Section FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 Balance as of 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% 3.00% Utilize Interim Financing? 9/30/2009 N N N N N N N N N N N Interim Financing Proceeds -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ Interest Payments -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ EOY Balance -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ PROCEEDS TO BE BOND-FUNDED -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ Cumulative New Annual Debt Service (1) $0 - - - - - - - - - - (1) New borrowings reflect interest only payment in year of issuance, and levelized debt service thereafter Burton & Associates 3/24/2011 Long-Term Borrowing Projections FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 10 – Funding Summary by Fund APPENDIX A BURTON & ASSOCIATES 21 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Funding Summary by Fund Schedule 10 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 GRANT PROCEEDS BALANCE AT BEGINNING OF FISCAL YEAR -$ - - - - - - - - - - ADDITIONAL ANNUAL REVENUES 172,144$ - - - - - - - - - - LESS: PAYMENT OF DEBT SERVICE -$ - - - - - - - - - - SUBTOTAL 172,144$ - - - - - - - - - - LESS: RESTRICTED FUNDS -$ - - - - - - - - - - TOTAL AMOUNT AVAILABLE FOR PROJECTS 172,144$ - - - - - - - - - - AMOUNT PAID FOR PROJECTS (172,144)$ - - - - - - - - - - SUBTOTAL -$ - - - - - - - - - - ADD BACK: RESTRICTED FUNDS -$ - - - - - - - - - - PLUS: INTEREST EARNINGS -$ - - - - - - - - - - LESS: INTEREST ALLOCATED TO CASH FLOW -$ - - - - - - - - - - BALANCE AT END OF FISCAL YEAR -$ - - - - - - - - - - RENEWAL & REPLACEMENT BALANCE AT BEGINNING OF FISCAL YEAR -$ - - - - - - - - - - ADDITIONAL ANNUAL REVENUES 300,256$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 LESS: PAYMENT OF DEBT SERVICE -$ - - - - - - - - - - SUBTOTAL 300,256$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 LESS: RESTRICTED FUNDS -$ - - - - - - - - - - TOTAL AMOUNT AVAILABLE FOR PROJECTS 300,256$ 130,000 116,000 146,000 196,000 96,000 146,000 146,000 146,000 146,000 146,000 AMOUNT PAID FOR PROJECTS (300,256)$ (130,000) (116,000) (146,000) (196,000) (96,000) (146,000) (146,000) (146,000) (146,000) (146,000) SUBTOTAL -$ - - - - - - - - - - ADD BACK: RESTRICTED FUNDS -$ - - - - - - - - - - PLUS: INTEREST EARNINGS -$ - - - - - - - - - - LESS: INTEREST ALLOCATED TO CASH FLOW -$ - - - - - - - - - - BALANCE AT END OF FISCAL YEAR -$ - - - - - - - - - - FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 10 – Funding Summary by Fund APPENDIX A BURTON & ASSOCIATES 22 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report Funding Summary by Fund Schedule 10 FY 2010 FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 REVENUE FUND BALANCE AT BEGINNING OF FISCAL YEAR 278,010$ 8,617 198,924 149,881 190,499 175,728 142,647 176,587 202,651 89,272 94,347 ADDITIONAL ANNUAL REVENUES (269,393)$ 190,307 (49,043) 40,618 (14,772) (33,081) 33,940 26,064 (113,379) 5,075 181,720 LESS: PAYMENT OF DEBT SERVICE -$ - - - - - - - - - - SUBTOTAL 8,617$ 198,924 149,881 190,499 175,728 142,647 176,587 202,651 89,272 94,347 276,068 LESS: RESTRICTED FUNDS (8,617)$ (17,775) (81,000) (50,569) (51,666) (84,291) (53,947) (55,133) (87,851) (57,602) (58,887) TOTAL AMOUNT AVAILABLE FOR PROJECTS -$ 181,149 68,881 139,931 124,062 58,356 122,640 147,518 1,421 36,745 217,181 AMOUNT PAID FOR PROJECTS -$ - - - - - - - - - - SUBTOTAL -$ 181,149 68,881 139,931 124,062 58,356 122,640 147,518 1,421 36,745 217,181 ADD BACK: RESTRICTED FUNDS 8,617$ 17,775 81,000 50,569 51,666 84,291 53,947 55,133 87,851 57,602 58,887 PLUS: INTEREST EARNINGS 717$ 778 1,744 2,127 2,747 2,786 3,192 3,792 2,919 1,836 3,704 LESS: INTEREST ALLOCATED TO CASH FLOW (717)$ (778) (1,744) (2,127) (2,747) (2,786) (3,192) (3,792) (2,919) (1,836) (3,704) BALANCE AT END OF FISCAL YEAR 8,617$ 198,924 149,881 190,499 175,728 142,647 176,587 202,651 89,272 94,347 276,068 RESTRICTED RESERVES BALANCE AT BEGINNING OF FISCAL YEAR -$ - - - - - - - - - - ADDITIONAL FUNDS: -$ - - - - - - - - - - DEBT SERVICE RESERVE ON NEW DEBT -$ - - - - - - - - - - OTHER ADDITIONAL FUNDS -$ - - - - - - - - - - SUBTOTAL -$ - - - - - - - - - - PLUS: INTEREST EARNINGS -$ - - - - - - - - - - LESS: INTEREST ALLOCATED TO CASH FLOW -$ - - - - - - - - - - BALANCE AT END OF FISCAL YEAR -$ - - - - - - - - - - Burton & Associates 3/24/2011 FY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDYFY 2011 STORMWATER RATE STUDY Schedule 11 – Residential Stormwater Fee Survey APPENDIX A BURTON & ASSOCIATES 23 Village of Key BiscayneVillage of Key BiscayneVillage of Key BiscayneVillage of Key Biscayne Utility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental EconomicsUtility & Governmental Economics Final ReportFinal ReportFinal ReportFinal Report STORMWATER MASTER PLAN UPDATE Appendix M June 2011 APPENDIX M Model Results Tabulation